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2007-653 TOWN OF QUEENSBURY Bayu en 12 4-5 2 (518) 1-$'�,> � 742 Road,Q e sbury,NY80 90 7G 201 Community Development-Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20070653 Date Issued: Monday, December 18, 2017 This is to certify that work requested to be done as shown by Permit Number P20070653 has been completed. Location: 59 WEST MT. Rd Tax Map Number: 523400-307-000-0001-029-000-0000 Owner: EAST SLOPE HOLDINGS, LP Applicant: EAST SLOPE HOLDINGS, LP This structure may be occupied as a: Commercial/Industrial By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the property owner of the responsibility for compliance with Site Plan,Variance,or other issues and conditions as a result of approvals by the Planning Board Director o Building&Code "nforcement or Zoning Board of Appeals. TOWN OF QUEENSBURY 1_1 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 431 Community Development-Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20070653 Application Number: A20070653 Tax Map No: 523400-307-000-0001-029-000-0000 Permission is hereby granted to: EAST SLOPE HOLDINGS,LP For property located at: 59 WEST MT. Rd in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: EAST SLOPE HOLDINGS, LP Commercial/Industrial $250,000.00 59 WEST MT.Rd Total Value $150,000.00 QUEENSBURY,NY 12804-0000 Contractor or Builder's Name/Address Electrical Inspection Agency Plans&Specifications 2007-653 Maintenance Building TEMP C/O issued 7/21/2014 3000 SQ FT COMMERCIAL/INDUSTRIAL • $450.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Sunday,November 14,2010 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the To of eens d sday,November 14,2007 SIGNED BY �9 for the Town of Queensbury. Director of Building&Codenforcement ® OFFICE USE ONLY ; i .7' _ °-^-� - --- - ,� i' TAX MAP NO. PERMIT NO. 653 : � ^ � � �� " �;L l 2007 g FEES: PERMIT RECREATION . ENG),NEERING '' `` ' "` J (If applicable) , TOWN"G tirt SBt RY PRINCIPAL STRUCTURE: APPLICATION FOR ZONING APPROVAL•& BUILDING PERMIT A PERMIT MUST BE OBTAINED BEFORE BEGINNING CONSTRUCTION.APPLICATION IS SUBJECT TO REVIEW BEFORE ISSUANCE OF A VALID PERMIT FOR CONSTRUCTION. APPLICANT/BUILDER: M 131S tign OWNER: vP4'rM ADDRESS: 61 ()OW-A t4 i!V. APO ADDRESS: Guw*t to I4`t t2.So4 PHONE NOS. 1 a� -(40/90 PHONE NOS. UE16045V-I UAU.;tS C.t4 riVC CONTACT PERSON FOR BUILDING&CODES COMPLIANCE: 01.1140 1-1AU'- PHONE: *ESCI-1etC5 LOCATION OF PROPERTY: -1 1/0 1 A11 . (�.,,1" W r mirt4. su'te-1 GIaT +2 SUBDIVISION NAME: l" /,&. PLEASE INDICATE MEASUREMENTS AS REQUIRED BELOW: CHECK ALL THAT APPLY TO YOUR z p a a w U- aj 07 PROJECT F9 g00I-: JOr O = = w -1 u- LLB- w I- d , U z < � IL OIL • QIi< Till- u ' O H O SINGLE FAMILY TWO-FAMILY MULTI-FAMILY • (NO.of UNITS ) TOWNHOUSE BUSINESS OFFICE RETAIL- MERCANTILE FACTORY OR ` / WO % ��1 INDUSTRIAL 'X` 1 ATTACHED GARAGE(1,2,3) OTHER IF COMMERCIAL OR INDUSTRIAL-NAME OF BUSINESS: -. • SYAT --. ,_ ,_ V�^ESTIMATED CONSTRUCTION COST: ;JvI 000 FUEL TYPE: 1:3'1 HEAT TYPE: WV I POT" **HOW MANY FIREPLACE(S): 0 AND/OR WOODSTOVES(S): ZONING CATEGORY: tw'�IARE THERE WETLANDS ON THIS SITE? RD IS THIS A HISTORIC SITE? 14) • PROPOSED USE OF BUILDING OR ADDITION: flit l 1T3 SW' *Please complete a separate Application for"Fuel Burning Appliances&Chimneys"available in our office B 3-LGL 11-05 Town of Queensbury• Community Development Office • 742 Bay Road, Queensbury, NY 12804 ARE THERE STRUCTURES NOT SHOWN ON PLOT PLAN? ARE THERE EASEMENTS ON PROPERTY? D%2 tN tl GATED DO -M t I acknowledge no construction activities shall be commenced prior to issuance of a valid permit. I certify that the application, plans, and supporting materials are,a:true and complete statement/description of the work proposed, that all`work will be performed in accordance with the NY State Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. I acknowledge'thatprior to occupying the facilities proposed, I or my agents will obtain a certificate of occupancy. I also understand that I/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have'read and agil a ..• the above. Signed Ar- Matovr OuM/ Director of Building & Codes: 761-8256 (for questions regarding Building Permits, construction codes or septic systems) Zoning Administrator: 761-8218 (for questions regarding required permits, the permit process, application requirements or to schedule an appointment) • Permission is hereby granted to the above This application / proposed action described Applicant to erect or alter the building herein is found to be in accordance with the described herein in accordance with said zoning Laws of the Town of Queensbury. Application: BUILDING &CODES APPROVAL ZONING APPROVAL DATE DATE _ QUESTIONS? CALL 761-8256 OR EMAIL - `� cociiiitaqueensbury.net VISIT OUR WEBSITE FOR MORE INFORMATION www.queensbury.net .i Town of Queensbury• Community Development Office • 742 Bay Road, Queensbury, NY 12804 '5Cg-f7-F 7,2— OFFICE USE ONLY % ', ; , TAX MAP NO. PERMIT NO. t ERMIT FEE ', ; APPROVALS: ZONING TOWN CLERK 0 APPLICATION FOR SEPTIC DISPOSAL SYSTEM PERMIT. A PERMIT MUST BE OBTAINED BEFORE WORK BEGINS.APPLICATION IS SUBJECT TO REVIEW BEFORE ISSUANCE OF A VALID PERMIT. �r OWNER: tA I 1=� i INSTALLER: �,1/ri ADDRESS:_ Wear 1411t � ADDRESS: PHONE NOS. -743— 4's PHONE NOS.LOCATION OF INSTALLATION: ;JI -r . •• (U3sr m--A. iSX � NO. i RESIDENCE INFORMATION: YEAR BUILT BEDROOMS X I COMPUTATION= = TOTAL DAILY FLOW GARBAGE GRINDER 1980 or older t X t 150 gallon per bedroom = INSTALLED? t s T 1981 -1991 1 X a 130 gallon per bedroom = SPA OR HOT TUB INSTALLED? 1992-present X f 110 gallon per bedroom I = . PARCEL INFORMATION: - i ✓ TOPOGRAPHY: FLAT ROLLING / STEEP SLOPE %SLOPE 412 ✓ SOIL NATURE: SAND LOAM CLAY OTHER ' C API--* -nu-- ✓ GROUNDWATER: AT WHAT DEPTH? DP BEDROCK/IMPERVIOUS MATERIAL: AT WHAT DEPTH? #21" / ✓ DOMESTIC WATER SUPLY: MUNICIPAL ✓ _ WELL (IF WELL:WATER SUPPLY FROM ANY SEPTIC-SYSTEM ABSORPTION IS FT. ) ✓ PERCOLATION TEST: RATE IS /to MIA PER MIINUTE PER INCH (TEST TO BE COMPLETED BY A LICENSED PROFESSIONAL ENGINEER OR ARCHITECT) PROPOSED SYSTEM FOR NEW CONSTRUCTION: All individual sewage disposal systems must be designed by a licensed professional engineer or architect (unless installed in a Planning Board approved subdivision). Add 250 gallons to the size of the septic tank and leach field for each garbage grinder, spa or whirlpool tub. . ✓ SEPTIC TANK: 11000 GALLON (MIN. SIZE IS 1,000 GAL.) TILE FIELD: EACH TRENCH 6°.:$1 FT. ✓ TOTAL SYSTEM LENGTH: 10O FT. SEEPAGE PIT(S): HOW MANY? 1.‘,Q ✓ SIZE OF EACH 'Z. FT. X SO FT. ✓ SIZE OF STONE TO BE USED: # ' z /DEPTH OR THICKNESS 1111 i ✓ BED SYSTEM SIZE: et X r' 1 • ✓ ALTERNATIVE SYSTEM: /*"R/0TH AND/OR SIZE ✓ HOLDING TANK SYSTEM:(If required) NO. OF TANKS: /SIZE OF EACH ✓ GALLONS./TOTAL CAPACITY: GAL. . ri ''l NOTE: ALARM SYSTEM AND ASSOCIATED ELECTRICAL WORK MUST BE INSPECTED BY A TOWN {t APPROVED ELECTRICAL INSPECTION AGENCY. PLEASE REVIEW LIST PROVIDED. I For your protection, please note that pursuant to Section 136-29 of the Code of the Town of Queensbury, any permit or approval granted which is based upon or is granted in reliance upon any material misrepresentation or failure to make a material fact or circumstance known by.or on behalf of an applicant, shall be void, I have read the regulations with respect to this application and agree to abide by these and all requirements of the Town of QUESTIONS? CALL 761-8256 OR EMAIL Queensbur - nitary Sew-qe Disposal Ordinance. coaes@queensburv.net / / / • VISIT OUR WEBSITE FOR MORE INFORMATION 7 D� www.queensburv.net Signature of Person Responsible Date . ,i Town of Queensbury • Community Development Office • 742 Bay Road, Queensbury, NY 12804 1 DESCALC.OUT United Steel Building 2700 w Cypress Creek Rd. Ft. Lauderdale, FL FILE Oppy STRUCTURAL DESIGN CALCULATIONS FOR Mike Barbone 59 West Mountain Rd. Queenbury, NY, 12804 Mike Barbone 59 West Mountain Rd. Queenbury, NY, 12804 07-022114 BUILDING DATA Width (ft) = 40.0 Length (ft) = 75.0 Eave Height (ft) = 16.0/ 16.0 Roof Slope (rise/12 ) = 4.00/ 4.00 Dead Load (psf ) = 2.0 Roof Live Load (psf )= 20.0 of Newr Frame Live Load (psf )= 12.0 Collat. Load (psf ) = 0.0 ��. p.L KF,, O GROUND Snow Load (psf )= 70.0 , No"' r wind Speed(mph ) = 90.0 ''� :.;,,� i! wind Code = IBc 03 - �%� , Closed/Open = C 0 { TNtu Exposure = C tit 4 , ( Importance - Wind = 1.00 ` ""'•�1a Lu 'Y 2 ► Importance - Seismic = 1.00 '' �'+ 2� Seismic Design Category= C ,.<0 0847$2 �� Seismic coeff (Fa*'Ss) = 0.52 RpFESStoNA Designer = 9/20/07 0 Barbone-M Design Loads For Each Building Component: 9/20/07 8:41am FRONT SIDEWALL: Page 1 DESCALC.OUT BASIC LOADS: Edge_Strip_Ratio Basic Wind_Load_Ratio Zone Col/ wind Deflect Factor width Girt Panel Jamb 15.7 1.00 1.00 4.00 1.07 1.00 1.07 WIND PRESSURE/SUCTION: wind wind Wind Press Suct Long 15.1 -16.7 . . Girt/Header 18.6 -24.8 . . Panel 15.0 -16.4 . . Jamb 28.3 -17.3 . . Parapet BACK SIDEWALL: BASIC LOADS: Edge_Strip_Ratio Basic wind_Load_Ratio Zone Col/ wind Deflect Factor width Girt Panel Jamb 15.7 1.00 1.00 4.00 1.07 1.00 1.07 WIND PRESSURE/SUCTION: wind Wind Wind Press Suct Long 15.1 -16.7 . . Girt/Header 18.6 -24.8 . . Panel 15.0 -16.4 . . Jamb 28.3 -17.3 . . Parapet LEFT ENDWALL: BASIC LOADS: Edge_Strip_Ratio Dead Collat Live Snow Basic Wind_Load_Ratio zone Col/ Load Load Load Load wind Deflect Factor width Girt Panel Jamb 2.0 0.0 16.0 50.0 15.7 1.00 1.00 4.00 1.07 1.00 1.07 BASIC LOADS AT EAVE: Seis ---Torsion--- Load wind Seismic 1.16 0.00 0.00 WIND PRESSURE/SUCTION: wind wind Press Suct 15.0 -16.5 . . Column 15.1 -16.7 . . Girt/Header 15.0 -16.4 . . Jamb 18.6 -24.8 . . Panel 28.3 -17.3 . . Parapet WIND COEFFICIENTS: surf Rafter_Wind_1 Rafter_wind_2 Bracing_wind Long surface Id Left Right Left Right Left Right wind Friction 1 0.00 0.00 0.00 0.00 0.58 -0.85 0.00 0.00 2 -1.07 -0.76 -0.71 -0.40 -1.07 -0.76 -0.87 0.00 3 -0.76 -1.07 -0.40 -0.71 -0.76 -1.07 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0.85 0.58 0.00 0.00 Page 2 DESCALC.OUT COLUMN & BRACING DESIGN LOADS: Load Rafter_wind Brace_wind Long Column_wind Aux_Load No. Id Dead Coil Live Snow Left Right Left Right Wind Press Suct Seis Id Coef 12 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 3 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.05 1.05 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 8 1.05 1.05 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 9 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 . 10 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 RAFTER DESIGN LOADS: Load Rafter_Wind_1 Rafter_wind_2 Long Aux_Load No Id Dead Coil Live Snow Left Right Left Right Wind Seis Id Coef 14 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 13 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 6 1 ElUNB_SL 1 2 1 0.00 2 1.50 2 E1UNB_SL 2 2 1 1.50 2 0.00 3 E1PAT_LL 3 3 3 0.32 4 0.32 5 0.32 4 E1PAT_LL 4 3 4 0.32 5 0.32 6 0.32 5 E1PAT_LL 5 2 3 0.32 6 0.32 6 E1PAT_LL 6 2 4 0.32 5 0.32 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom X Y . . Conc Add Id Id Load Type Wl W2 Co Dxl Dx2 . . Dist 10 1 2 D -0.58 -0.58 0.33 0.00 21.08 2 3 D -0.58 -0.58 -0.33 0.00 21.08 3 2 D -0.58 -0.58 0.33 0.00 11.60 4 2 D -0.58 -0.58 0.33 11.60 21.08 5 3 D -0.58 -0.58 -0.33 0.00 9.49 6 3 D -0.58 -0.58 -0.33 9.49 21.08 7 2 WINDLI D -0.06 -0.06 0.00 20.00 21.08 Page 3 Al DESCALC.OUT 8 2 WINDL2 D -0.06 -0.06 0.00 20.00 21.08 9 3 WINDR1 D -0.06 -0.06 0.00 0.00 1.08 10 3 WINDR2 D -0.06 -0.06 0.00 0.00 1.08 RIGHT ENDWALL: BASIC LOADS: Edge_Strip_Ratio Dead Callat Live Snow Basic wind_Load_Ratio zone Col/ Load Load Load Load wind Deflect Factor width Girt Panel Jamb 2.0 0.0 16.0 50.0 15.7 1.00 1.00 4.00 1.07 1.00 1.07 BASIC LOADS AT EAVE: Seis -Torsion-- Load Wind Seismic 0.19 0.00 0.00 WIND PRESSURE/SUCTION: wind wind Press Suct 15.0 -16.5 . . Column 15.1 -16.7 . . Girt/Header 15.0 -16.4 . . Jamb 18.6 -24.8 . . Panel 28.3 -17.3 . . Parapet WIND COEFFICIENTS: Surf Rafter_wind_i Rafter_Wind_2 Bracing_wind Long Surface Id Left Right Left Right Left Right wind Friction 1 0.00 0.00 0.00 0.00 0.58 -0.85 0.00 0.00 2 -1.07 -0.76 -0.71 -0.40 -1.07 -0.76 -0.87 0.00 3 -0.76 -1.07 -0.40 -0.71 -0.76 -1.07 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0.85 0.58 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Rafter_wind Brace_wind Long column_wind Aux_Load No. Id Dead Coil Live Snow Left Right Left Right wind Press Suct Seis Id coef 12 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 3 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.05 1.05 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 8 1.05 1.05 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 9 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 10 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 RAFTER DESIGN LOADS: Load Rafter_wind_1 Rafter_wind_2 Long Aux_Load No Id Dead Coll Live snow Left Right Left Right wind Seis Id coef 12 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 Page 4 5 DESCALC.OUT 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 6 1 E2UNB_SL 1 2 1 0.00 2 1.50 2 E2UNB_SL 2 2 1 1.50 2 0.00 3 E2PAT_LL 3 3 3 0.32 4 0.32 5 0.32 4 E2PAT_LL 4 3 4 0.32 5 0.32 6 0.32 5 E2PAT_LL 5 2 3 0.32 6 0.32 6 E2PAT_LL 6 2 4 0.32 5 0.32 ADDITIONAL LOADS: No. Add surf Basic Load Fx Fy Mom X Y . . Conc Add Id Id Load Type W1 W2 Co Dx1 Dx2 . . Dist 10 1 2 D -0.06 -0.06 0.33 0.00 21.08 2 3 D -0.06 -0.06 -0.33 0.00 21.08 3 2 D -0.06 -0.06 0.33 0.00 11.60 4 2 D -0.06 -0.06 0.33 11.60 21.08 5 3 D -0.06 -0.06 -0.33 0.00 9.49 6 3 D -0.06 -0.06 -0.33 9.49 21.08 7 2 WINDL1 D -0.06 -0.06 0.00 20.00 21.08 8 2 WINDL2 D -0.06 -0.06 0.00 20.00 21.08 9 3 WINDR1 D -0.06 -0.06 0.00 0.00 1.08 10 3 WINDR2 D -0.06 -0.06 0.00 0.00 1.08 ROOFDES: BASIC LOADS: Dead Collat Live Snow Basic wind_Load_Ratio surface seis Load Load Load Load Wind Deflect Factor Friction Factor Snow 2.0 0.0 20.0 50.0 15.7 1.00 1.00 0.00 1.000 0.20 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_Roof 10.0 -15.4 . . Purlins 0.0 -34.6 . . Gable Extensions 10.7 -17.0 . . Panels 6.3 -4.6 -10.9 . . Long Bracing, Building 9.6 -6.8 . . Long Bracing, Wall Edge zone 28.3 -17.3 12.6 . . Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Left_End Center Right_End Surface ----Coeff--- ----Coeff--- ----Coeff Id Loc width Length Purlin Panel width Purlin Panel width Length Purlin Panel 2 L 4.00 4.00 2.22 2.57 4.00 1.41 1.73 4.00 4.00 2.22 2.57 C 13.08 4.00 1.41 1.73 13.08 1.00 1.00 13.08 4.00 1.41 1.73 R 4.00 4.00 2.22 2.57 4.00 1.41 1.73 4.00 4.00 2.22 2.57 3 L 4.00 4.00 2.22 2.57 4.00 1.41 1.73 4.00 4.00 2.22 2.57 C 13.08 4.00 1.41 1.73 13.08 1.00 1.00 13.08 4.00 1.41 1.73 Page 5 DESCALC.OUT R 4.00 4.00 2.22 2.57 4.00 1.41 1.73 4.00 4.00 2.22 2.57 PURLIN DESIGN LOADS: surf No. Load wind wind Aux_Load Id Loads Id Dead Collat Live Snow Press Suct Id Coef 2 13 1 1.00 1.00 0.00 1.50 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.75 0.75 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 1.00 0 0.00 4 1.00 1.00 0.00 0.50 0.00 0.00 3 1.00 5 1.00 1.00 0.00 0.50 0.00 0.00 4 1.00 6 1.00 1.00 0.00 0.50 0.00 0.00 1 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 2 1.00 8 1.00 1.00 0.00 1.00 0.00 0.00 1 -1.00 9 1.00 1.00 0.00 1.00 0.00 0.00 2 -1.00 10 1.00 1.00 0.00 0.00 0.00 0.00 3 0.80 11 1.00 1.00 0.00 0.00 0.00 0.00 4 0.80 12 1.00 1.00 0.00 0.00 0.00 0.00 5 0.80 13 1.00 1.00 0.00 0.00 0.00 0.00 6 0.80 3 13 1 1.00 1.00 0.00 1.50 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.75 0.75 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 1.00 0 0.00 4 1.00 1.00 0.00 0.50 0.00 0.00 3 1.00 5 1.00 1.00 0.00 0.50 0.00 0.00 4 1.00 6 1.00 1.00 0.00 0.50 0.00 0.00 1 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 2 1.00 8 1.00 1.00 0.00 1.00 0.00 0.00 1 -1.00 9 1.00 1.00 0.00 1.00 0.00 0.00 2 -1.00 10 1.00 1.00 0.00 0.00 0.00 0.00 3 0.80 11 1.00 1.00 0.00 0.00 0.00 0.00 4 0.80 12 1.00 1.00 0.00 0.00 0.00 0.00 5 0.80 13 1.00 1.00 0.00 0.00 0.00 0.00 6 0.80 BRACING DESIGN LOADS: No. Load wind wind Seis Aux_Load Loads Id Dead collat Live Snow Press Suct Load Id Coef 4 1 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 2 1.05 1.05 0.00 0.20 0.00 0.00 1.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 4 0.05 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coef 6 1 1 1 0.50 2 1 3 0.50 3 2 1 0.50 2 0.50 4 2 2 0.50 3 0.50 5 2 1 0. 50 3 0.50 6 1 2 0.50 ADDITIONAL LOADS: No. Add surf Basic Load Fy Dx . . Conc Add Id Id Load Type wi w2 Dxl Dx2 . . Dist 3 1 0 D -50.0 -50.0 0.0 25.0 2 0 D -50.0 -50.0 25.0 50.0 3 0 D -50.0 -50.0 50.0 75.0 RIGID FRAME #1: BASIC LOADS: Page 6 i7 DESCALC.OUT Basic Defl Dead Live Snow collateral Wind Ratio 2.0 12.0 50.0 0.0 15.8 1.00 BASIC LOADS AT EAVE: -Seismic-- Weak_Axis_L Weak_AXis_R --Torsion-- -EW_Brace-- Load SpcEP wind leis Wind Seis wind seis Wind Seis 0.93 2.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --wind_1--- --Wind_2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.36 -0.63 0.74 -0.25 -0.63 -0.63 0.00 2 -0.87 -0.65 -0.51 -0.29 -0.87 -0.55 0.00 3 -0.65 -0.87 -0.29 -0.51 -0.55 -0.87 0.00 4 -0.63 0.36 -0.25 0.74 -0.63 -0.63 0.00 DESIGN LOADS: Load -Wind_1-- -wind_2-- Long_wind -Seismic-- Aux_Load No. Id Dead Coll Live Snow Lt Rt Lt Rt Lt Rt Long Tran Id Coef 23 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 0.00 0.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 0.00 0 0.00 14 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 15 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 16 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 17 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 18 1.05 1.05 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 19 1.05 1.05 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 20 1.00 1.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0.00 0 0.00 21 1.05 1.05 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0.00 0 0.00 22 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id coeff 2 1 F1UNB_SL 1 2 5 0.00 6 1. 50 2 FIUNB_SL 2 2 5 1.50 6 0.00 ADDITIONAL LOADS: No. Add surf Basic Load Fx Fy Mom Dx Dy . . Conc Add Id Id Type Type W1 w2 Co D11 D12 . . Dist 6 1 2 WINDL1 D -0.09 -0.09 0.000 20.00 21.08 2 2 WINDL2 D -0.09 -0.09 0.000 20.00 21.08 3 3 WINDR1 D -0.09 -0.09 0.000 0.00 1.08 4 3 WINDR2 D -0.09 -0.09 0.000 0.00 1.08 5 2 D -1.13 -1.13 0.330 0.00 21.08 6 3 D -1.13 -1.13 -0.330 0.00 21.08 0 Page 7 DESCALC.OUT Barbone-M Reactions, Anchor Bolts, & Base Plates: 9/20/07 8:41am Foundation Loads k_ C ) Frame Col Max_Pos_val Max_Neg_Val Anc._Bolt Base_Plate Line Line Id Horz Vert Id Horz Vert No. Diam width Len Thick 1 D 8 0.0 -0.7 8 0.0 -0.7 2 0.625 5.00 5.75 0.250 9 0.0 3.9 1 C 8 2.1 -2.8 10 -1.9 -2.2 4 0.625 8.00 8.00 0.375 9 0.0 14.7 8 2.1 -2.8 1 B 11 2.1 -2.8 10 -1.9 -2.2 4 0.625 8.00 8.00 0.375 12 0.0 14.8 11 2.1 -2.8 1 A 11 0.0 -0.7 11 0.0 -0.7 2 0.625 5.00 5.75 0.250 12 0.0 3.9 4 B 11 2.2 0.1 10 -2.0 0.1 2 0.625 5.00 5.75 0.250 13 0.0 0.1 4 C 11 2.2 0.1 10 -2.0 0.1 2 0.625 5.00 5.75 0.250 13 0.0 0.1 2 _. D 1 9.6 26.7 2 -4.4 -3.6 4 0.750 8.00 11.00 0.500 3 7.2 29.8 4 -4.0 -6.4 2 * A 5 4.4 -3.6 1 -9.6 26.7 4 0.750 8.00 11.00 0.500 6 -7.2 29.8 7 4.0 -6.4 2 * Frame Lines :2 3 4 Load Load Id Combination 1 DL+CL+SL 2 0.60DL+wL2 3 DL+CL+FlUNB_SL 2 4 0.60DL+wLl 5 0.60DL+wR2 6 DL+CL+FIUNB_SL 1 7 0.60DL+wR1 8 0.60DL+wL1+wS 9 DL+CL+ElUNB_SL 2 10 0.60DL+WP+Lnwndl 11 0.60DL+wR1+ws 12 DL+CL+E1UNB_SL 1 13 1.05DL+1.05CL+0.75SL+1.05Seis_R BRACING/PANEL SHEAR REACTIONS: Reactions(k ) Panel ---wall-- Col ----wind---- --Seismic Shear Loc Line Line Horz Vert Horz vert (lb/ft) L_EW 1 43.25 F_Sw A 3 ,4 2.49 1.38 3.19 1.76 R_EW 4 Rigid Frame At Endwall Page 8 q DESCALC.OUT B_SW D 3 ,2 2.49 1.38 3.19 1.76 Barbone-M Additional Reactions Report: 9/20/07 8:41am Rigid Frame Column Reactions Frame Col ---Dead--- Collateral ---Live--- ---Snow--- -Wind_Li-- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2 * D 0.5 1.7 0.0 0.0 2.2 6.0 9.1 25.0 -4.4 -7.4 2 A -0.5 1.7 0.0 0.0 -2.2 6.0 -9.1 25.0 -1.3 -4.4 Frame Col -Wind_R1-- -Wind_L2-- -wind_R2-- -Lnwind_1- -LnWind_2- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2 D 1.3 -4.4 -4.7 -4.6 1.0 -1.6 0.7 -6.5 -0.1 -6.0 2 A 4.4 -7.4 -1.0 -1.6 4.7 -4.6 0.1 -6.7 -0.7 -7.2 Frame Col Seismic_L- Seismic_R- Ln_Seismic F1UNB_SL 1 F1UNB_SL 2 Line Line Horz vert Horz Vert Horz Vert Horz Vert Horz Vert 2 D -0.9 -0.7 0.9 0.7 0.0 -2.7 6.8 9.3 6.7 28.1 2 A -0.9 0.7 0.9 -0.7 0.0 -5.3 -6.7 28.1 -6.8 9.3 2 •• Frame Lines :2 3 4 Endwall Column Reactions Out_Of_Plane Frame Col Dead Coll Live Snow -Brc_Wind_L- -Brc_Wind_R- Wind_P wind_s Line Line Vert Vert Vert Vert Horz Vert Horz Vert Horz Horz 1 D 0.2 0.0 0.7 2.1 0.0 -0.8 0.0 -0.6 0.0 0.0 1 C 0.9 0.0 3.4 10.8 0.0 -3.4 0.0 -2.5 -1.9 2.1 1 B 0.9 0.0 3.4 10.8 0.0 -2.5 0.0 -3.4 -1.9 2.1 1 A 0.2 0.0 0.7 2.1 0.0 -0.6 0.0 -0.8 0.0 0.0 4 B 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -2.0 2.2 4 C 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -2.0 2.2 Endwall column Reactions Frame Col -Raf_Wind_L- -Raf_Wind_R- LnWind --Seismic_L- --Seismic_R- Line Line Horz Vert Horz Vert Vert Horz Vert Horz Vert 1 D 0.0 -0.8 0.0 -0.6 -0.8 0.0 0.3 0.0 1.2 Page 9 /0 DESCALC.OUT 1 C 0.0 -3.4 0.0 -2.5 -2.8 0.0 -0.4 0.0 -1.1 1 B 0.0 -2. 5 0.0 -3.4 -2.8 0.0 -1.1 0.0 -0.4 1 A 0.0 -0.6 0.0 -0.8 -0.8 0.0 1.2 0.0 0.3 4 B 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 C 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Frame Col --Aux_ 1--- --Aux_ 2--- --Aux_ 3--- --Aux_ 4--- --Aux_ 5--- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 1 D 0.0 -0.5 0.0 3.7 0.0 0.6 0.0 -0.4 0.0 1:1 1 C 0.0 2.2 0.0 13.9 0.0 3.6 0.0 2.1 0.0 1.2 1 B 0.0 13.9 0.0 2.2 0.0 2.1 0.0 3.6 0.0 1.2 1 A 0.0 3.7 0.0 -0.5 0.0 -0.4 0.0 0.6 0.0 1.1 4 B 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 C 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Frame Col --Aux_ 6--- Line Line Horz Vert 1 D 0.0 -0.4 1 C 0.0 2.3 1 B 0.0 2.3 1 A 0.0 -0.4 4 B 0.0 0.0 4 C 0.0 0.0 Barbone-M Seismic Design Report: 9/20/07 8:41am Building Data code =IBC 03 Length = 75.00 width = 40.00 • Left Eave Height = 16.00 Right Eave Height = 16.00 Seismic Formula Base Shear, V = 0.667*1.2*Fa*Ss*W/R vmin = 0.044*'Sds*IeW Vmax = Sd1*Ie*W/(T`R) Shear Force, E = Omega*Rho*V T = 0.257 Fa*Ss = 0.520 zone/Design Category= C S1 = 0.101 Shc = 0.161 Sds = 0.348 Rho = 2-20/(RMax"°SQRT(W'°L)) Seismic Dead Load, W Page 10 11 DESCALC.oU T snow Factor = 0.200 Roof Snow = 50.00 (psf ) Roof Dead = 2.00 (psf ) Frame Dead = 2.00 (psf ) Roof Total = 14.00 (psf ) , weight= 42.00 (k ) L_EW Dead = 2.00 (psf ) , Weight= 0.77 (k ) F_sw Dead = 2.00 (psf ) , Weight= 1.20 (k ) R_EW Dead = 2.00 (psf ) , weight= 0.77 (k ) B_SW Dead = 2.00 (psf ) , weight= 1.20 (k ) Total = 45.95 (k ) Seismic Forces Roof Bracing R = 3.00, Rho= 1.00, RMax= 1.00, Omega= 1.00 w = 43.55 (k ) Force, v = 6.04 (k ) Force, E = 6.04 (k ) Si dewal l Bracing Front R = 3.00, Rho= 1.00, RMax= 1.00, Omega= 3.00 w = 22.97 (k ) Force, v = 3.19 (k ) Force, E = 9.56 (k ) Back R = 3.00, Rho= 1.00, RMax= 1.00, Omega= 3.00 W = 22.97 (k ) Force, V = 3.19 (k ) Force, E = 9.56 (k ) Rigid Frames R = 3.50, Rho= 1.00, RMax= 1.00, Omega= 1.00 Frame 1 w = 15.64 (k ) Force, V = 1.86 (k ) Force, E = 1.86 (k ) End Plates Frame R = 3.50, Omega= 3.00 Page 11 4;)-. EWDES-L.OUT *Barbone-M Endwall Design Input 9/20/07 8:41am *( 1)30BID: 'Barbone-M' *( 2)PROGRAM OPTIONS: * EW Run Run Run Run No. Lap * Id Col/Raf Girt Brace Panel Cycle stiff 'Lr ryr 'yr 'Y. 'Yr 4 1.00 *( 3)DESIGN CODE: *Design ---steel_code--- ---Build--- seismic Code Cold Hot Country Code Year zone 'Ws` 'AIS196' 'AISC89' '----` 'IBC ` '03' 'C ' *( 4)DESIGN CONSTANTS: ---Strength_Factors-- * stress_Ratio--- ---seismic--- * Col/Raf Girt Panel Wind Frame Brace 1.00 1.00 1.00 1.0000 1.0000 1.0000 *( 5)STEEL YIELDS: * web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 46.0 55.0 57.0 55.0 50.0 50.0 36.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: Rafter ---Girt--- --Panel--- Part wind * Live wind Total Column wall Facia Wall Facia Wall Bent 180. 180. 0. 120. 120. 120. 120. 120. 120. 60. *( 7)REPORTS: • Input column wall Door Wall Cable ., Echo Rafter Girt Jamb Panel Brace 'I' 'Y' ryr Ty/ rya Tyl *( 8)BUILDING TYPE: • Build Build Build Expand_EW * Type width Length use offset 'FF-' 40.0000 75.0000 'N :-' 16.00 *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord offset • surf (ft) (ft) (in) 4 0.0000 16.0000 8.250 20.0000 22.6667 10.250 40.0000 16.0000 10.250 40.0000 0.0000 8.250 *(10)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. * Bay Bay Recess Bays width Bays 3 25.0000 0.6667 3 11.0000 1 18.0000 1 11.0000 1 *(11)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id width Height offset Type Height Elev Depth Select Panel 0 Page 1 • EWDES-L.OUT *(12)WIDE OPENING LAYOUT: *----Open--- Bay_Id --Clear_Opening-- Wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount Weight 0 *(13)WIDE OPENING AND STRUT FRAMING: :,-Open- Door_Jamb Stub Head Back_Brace Strut -Header_Beam- Deflection *No. Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 *(14)wIDE OPENING HEADER LOCATION: -Open- No. Column *No. Id Location Location 0 *(15)PARTIAL WALLS: * set_Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 0 *(16)COLUMNS: * --Left_Corner-- -Right_Corner-- -Int_Facia-- Int_No_Facia Max_UnBr Base ., Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev (in) (in) (in) (in) Dep (ft) (in) 'CW ' '-' 0.00 'CW " '-' 0.00 'CW ' 8.00 'cw ° 8.00 'N' 60.000 0.000 *(17)COLUMN SIZE & ELEVATION: * No. Column Base * Column Size Elev 4 ' 0.000 ° 0.000 ° 0.000 0.000 *(18)RAFTERS: :, Rafter Set Rafter Flange • Select Depth Same Brace 'CW ° 0.000 `Y' 'N' *(19)RAFTER SIZE: * No. Surf Rafter * Rafter Id Size 2 2 ' 3 ' (20)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc Type 2 0 3 1 0.0000 'M *(21)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt To One_Girt Max_Unbr *Type Out in offset Project Depth Lap Space Rafter Depth/Bay Length 'ZF' 'C' `N° 0.000 0.000 8.000 0.0000 7.3333 'Y' 'Y' 8.0000 *(22)GIRT LOCATION: * Set No. Girt LOC Girt Location °P' 3 3.6667 7.3333 11.3333 *(23)SPECIAL GIRT: • Sets_of --Bay_Id-- Girt Girt Girt Page 2 F /144 EWDES-L.OUT •• Girts Start End Height Type , Rotate Use 0 *(24)ROOF PURLINS: *Surf Surf No. Peak Set_Of set_Space * Id Ext Purlin Space Space Space No. 2 0.000 5 1.000 0 3 0.000 5 1.000 0 *(25)PANELS/RF_COLUMNS: * wall Insulation RF_Interior_Columns * Panel Use Thick No. Locate 'SSPAN-X6' !N' 3.000 0 *(26)WIND FRAMING SELECTION: Order_Of_Selection • Panel Diagonal Wind wind * Shear Bracing Bent Column 1y1 /y1 iy1 IN' *(27)wALL BRACING: * Wind Brace No._Bay Specified * Shear Type Specified Bays_For_Bracing 75.0 'CR' 0 *(28)wIND BENTS: * --Member-- No. • Type Depth Bay Bay_id - 0.00 0 *(29)wIND COLUMNS: * --Member-- No. Left/ * Type Depth Bay Bay_Id Right - 0.00 0 *(30)WALL BRACING ATTACHMENT * No. Attach --Bay_Id-- No. *Attach Id Start End Level Level_Height 0 (31)EAVE EXTENSION: *wall No. Ext -Bay_Id-- -Edge_Extend- Ext Id Ext Id Start End Height width Slope Left Right Mount 2 0 4 0 *(32)CANOPY: *Wall No. Ext -Bay_id-- -Edge_Extend- Ext *Id Ext Id Start End Height width Slope Left Right Mount 1 0 2 0 4 0 *(33)FACIA/PARAPET : *wall No. Ext Fac Bay_Id ----Attach Beam---- ---Facia/Parapet--- Edge_Extend Ext Id Ext id Type St End Height Width Slope Elev Height Slope Left Right Mnt (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft) 1 0 2 0 4 0 *(34)FACIA/PARAPET GIRTS: *Ext ----Top---- --Interior- ---Back_Panel--- Angle Page 3 EWDES-L.OUT *Id Type Rotate Type Rotate Part Rotate Spacing *(35)ADJACENT BUILDING: *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(36)LOADs FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Snow Press Suct Press Suct Press Suct *(37)BASIC LOADS: ---Deflection--- wind :; Dead Collat Live Snow Basic Load_Ratio Load * Load Load Load Load Wind Snow Wind Seis Factor 2.0 0.0 16.0 50.0 15.7 1.00 1.00 1.00 1.00 *(38)EDGE ZONE: * Zone Col/ * width Girt Panel Jamb 4.000 1.07 1.00 1.07 *(39)BASIC LOADS AT EAVE: *Seis Seis Seis Torsion_Forces *Dead Girt Load wind Seismic 2.0 0.0000 1.16 0.00 0.00 *(40)WIND PRESSURE/SUCTION: • wind Wind • Press Suct 15.0 -16.5 . . Column 15.1 -16.7 . . Girt/Header 15.0 -16.4 . . Jamb 18.6 -24.8 . . Panel 28.3 -17.3 . . Parapet Girt 28.3 -17.3 . . Transv Bracing, Facia/Parapet *(41)WIND COEFFICIENTS: • surf Rafter_Wind_1 Rafter_Wind_2 Bracing_Wind Long Surface •• Id Left Right Left Right Left Right wind Friction 1 0.00 0.00 0.00 0.00 0.58 -0.85 0.00 0.00 2 -1.07 -0.76 -0.71 -0.40 -1.07 -0.76 -0.87 0.00 3 -0.76 -1.07 -0.40 -0.71 -0.76 -1.07 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0.85 0.58 0.00 0.00 *(42)COLUMN DESIGN LOADS: *Load Rafter_Wind Brace_Wind Long Column_wind Aux_Load *No Id Dead Coll Live Snow Left Right Left Right wind Press Suct Seis Id coef 12 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 3 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 Page 4 if A EWDES-L.OUT 7 1.05 1.05 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 8 1.05 1.05 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 9 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 10 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 *(43)COLUMN DESIGN LOADS: Deflection *Load Rafter_Wind Brace_Wind Long Column_wind Aux_Load *No Id Dead Coll Live Snow Left Right Left Right wind Press Suct Seis Id Coef 0 *(44)RAFTER DESIGN LOADS: *Load Rafter_Wind_1 Rafter_Wind_2 Long Aux_Load *No Id Dead Collat Live Snow Left Right Left Right wind Seis Id Coef 14 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 '0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 13 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(45)RAFTER DESIGN LOADS: Deflection *Load Rafter_Wind_1 Rafter_Wind_2 Long Aux_Load *No Id Dead Collat Live Snow Left Right Left Right Wind Seis Id Coef 0 (46)BRACING DESIGN LOADS: *Load Rafter_Wind Brace_Wind Long Column_wind Aux_Load *No Id Dead Coll Live Snow Left Right Left Right wind Press Suct Seis Id Coef 12 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 3 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.05 1.05 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 8 1.05 1.05 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 Page 5 if F EWDES-L.OUT 0.00 9 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 10 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 -1.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 *(47)AUXILIARY LOADS: • No. Aux Aux No._Add Add_Load * Aux Id Name combs Id Coef 6 1 'ElUNB_SL 1' 2 1 0.00 2 1.50 2 'ElUNB_SL 2' 2 1 1.50 2 0.00 3 'EIPAT_LL 3' 3 3 0.32 4 0.32 5 0.32 4 'EiPAT_LL 4° 3 4 0.32 5 0.32 6 0.32 5 'E1PAT_LL 5' 2 3 0.32 6 0.32 6 'EiPAT_LL 6' 2 4 0.32 5 0.32 *(48)ADDITIONAL LOADS: * No. Add Surf Basic Load FX FY Mom X Y . .Conc Add Id Id Load Type W1 w2 Co DL1 DL2 . .Unif 10 1 2 ' ° 'D ' -0.578 -0.578 0.33 0.00 21.08 2 3 ' ' 'D ' -0.578 -0.578 -0.33 0.00 21.08 3 2 ' ' `D ' -0.578 -0.578 0.33 0.00 11.60 4 2 ' ' 'D ' -0.578 -0.578 0.33 11.60 21.08 5 3 ' 'D ' -0.578 -0.578 -0.33 0.00 9.49 6 3 ' °D ' -0.578 -0.578 -0.33 9.49 21.08 7 2 'WINDLI' 'D ° -0.061 -0.061 0.00 20.00 21.08 8 2 'WINDL2` 'D ° -0.061 -0.061 0.00 20.00 21.08 9 3 °WINDRZ' 'D ° -0.061 -0.061 0.00 0.00 1.08 10 3 'WINDR2' 'D ' -0.061 -0.061 0.00 0.00 1.08 *(49)GIRT LAPS: •• Data Set_1 Set_2 Set_3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-'*(50)GIRT STRAPS: Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan *(51)PANEL SCREWS: * No. Screw Washer Screw Screw *Zone Zone Part Dia Dia Space Strength 0 * code file used was EW_IBC.03 version 1.0 Barbone-M Endwall Design code 9/20/07 8:41am Page 6 lig EWDES-L.OUT STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 cold Formed Steel : AISI96 BUILDING CODE: wind Code : IBC Year : 03 seismic zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) Barbone-M Column & Rafter Design 9/20/07 8:41am MEMBER SIZES: Member Member Member ---Web_size-- -Flange_Size- Member Member Id Locate size Depth Thick width Thick Length weight Col-1 0.7 8x35C14 8.00 14ga 3.50 14ga 14.6 55.6 Col-2 11.0 w8541 7.50 0.134 5.00 0.250 18.1 215.9 col-3 29.0 w8541 7.50 0.134 5.00 0.250 18.1 215.9 Col-4 39.3 8x35c14 8.00 14ga 3.50 14ga 14.6 55.6 Raf-1 w8541 7.50 0.134 5.00 0.250 21.1 251.9 Raf-2 W8541 7.50 0.134 5.00 0.250 21.1 251.9 Total= 1046.73 DESIGN ACTIONS/STRENGTH: Mem Load ---Axial (k )-- ---shear(k )-- -Moment(f-k )- Id Id calc Allow Calc Allow calc Allow Col-1 1 2.27 15.05 0.00 3.91 0.00 6.39 col-1 2 1.14 15.05 0.00 3.91 0.00 6.39 Col-1 3 1.28 15.05 0.00 3.91 0.00 6.39 col-1 4 -0.68 38.09 0.00 3.91 0.00 6.39 Col-1 5 -0.73 38.09 0.00 3.91 0.00 6.39 col-1 6 -0.55 38.09 0.00 3.91 0.00 6.39 Col-1 7 2.09 15.05 0.00 3.91 0.00 6.39 Col-1 8 3.03 15.05 0.00 3.91 0.00 6.39 Col-1 9 0.43 15.05 0.00 3.91 0.00 6.39 col-1 10 1.33 15.05 0.00 3.91 0.00 6.39 Col-1 11 -0.42 38.09 0.00 3.91 0.00 6.39 Col-1 12 3.89 15.05 0.00 3.91 0.00 6.39 Col-4 1 2.27 15.05 0.00 3.91 0.00 6.39 Col-4 2 1.28 15.05 0.00 3.91 0.00 6.39 Col-4 3 1.14 15.05 0.00 3.91 0.00 6.39 Col-4 4 -0.68 38.09 0.00 3.91 0.00 6.39 co1-4 5 -0.55 38.09 0.00 3.91 0.00 6.39 col-4 6 -0.73 38.09 0.00 3.91 0.00 6.39 Col-4 7 3.03 15.05 0.00 3.91 0.00 6.39 Col-4 8 2.09 15.05 0.00 3.91 0.00 6.39 Col-4 9 1.33 15.05 0.00 3.91 0.00 6.39 Page 7 ICI EWDES-L.OUT Col-4 10 0.43 15.05 0.00 3.91 0.00 6.39 Col-4 11 3.89 15.05 0.00 3.91 0.00 6.39 Col-4 12 -0.42 38.09 0.00 3.91 0.00 6.39 DESIGN ACTIONS/STRESSES: ---Axial (k )-- ---Shear(k ,ksi )-- -Moment(f-k ,ksi )- Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id Id Load stress stress Load stress Stress Load Stress stress Col-2 1 11.64 3.33 23.93 0.00 0.00 20.21 0.00 0.00 31.65 col-2 2 6.43 1.84 23.93 -1.58 1.57 20.21 7.15 -8.09 31.65 col-2 3 7.06 2.02 23.93 -1.58 1.57 20.21 7.15 -8.09 31.65 col-2 4 -2.35 -0.67 33.00 1.92 1.90 20.21 -8.66 -9.80 31.65 Col-2 5 -2.96 -0.85 33.00 -2.11 2.09 20.21 9.53 -10.79 31.65 Col-2 6 -2.12 -0.61 33.00 -2.11 2.09 20.21 9.53 -10.79 31.65 col-2 7 8.56 2.45 23.93 0.00 0.00 20.21 0.00 0.00 31.65 col-2 8 7.82 2.24 23.93 0.00 0.00 20.21 0.00 0.00 31.65 Col-2 9 0.16 0.05 23.93 0.00 0.00 20.21 0.00 0.00 31.65 col-2 10 -0.68 -0.19 33.00 0.00 0.00 20.21 0.00 0.00 31.65 Col-2 11 3.10 0.89 23.93 0.00 0.00 20.21 0.00 0.00 31.65 col-2 12 14.75 4.21 23.93 0.00 0.00 20.21 0.00 0.00 31.65 Col-3 1 11.64 3.33 23.93 0.00 0.00 20.21 0.00 0.00 31.65 col-3 2 7.06 2.02 23.93 -1.58 1.57 20.21 7.15 -8.09 31.65 Col-3 3 6.43 1.84 23.93 -1.58 1.57 20.21 7.15 -8.09 31.65 Col-3 4 -2.35 -0.67 33.00 1.92 1.90 20.21 -8.66 -9.80 31.65 Col-3 5 -2.12 -0.61 33.00 -2.11 2.09 20.21 9.53 -10.79 31.65 col-3 6 -2.96 -0.85 33.00 -2.11 2.09 20.21 9.53 -10.79 31.65 Col-3 7 7.82 2.24 23.93 0.00 0.00 20.21 0.00 0.00 31.65 col-3 8 8. 56 2.45 23.93 0.00 0.00 20.21 0.00 0.00 31.65 Col-3 9 -0.68 -0.19 33.00 0.00 0.00 20.21 0.00 0.00 31.65 col-3 10 0.16 0.05 23.93 0.00 0.00 20.21 0.00 0.00 31.65 Col-3 11 14.75 4.21 23.93 0.00 0.00 20.21 0.00 0.00 31.65 col-3 12 3.10 0.88 23.93 0.00 0.00 20.21 0.00 0.00 31.65 Raf-1 1 2.00 0.57 23.27 6.00 5.94 20.21 16.42 -18.58 32.86 Raf-1 2 -0.94 -0.27 33.00 -1.43 1.42 20.21 -3.55 -4.02 35.29 Raf-1 3 -0.99 -0.28 33.00 -1.05 1.04 20.21 -2.73 -3.10 35.29 Raf-1 4 -0.48 -0.14 33.00 -0.87 0.86 20.21 -2.13 -2.41 35.29 Raf-1 5 -0.54 -0.15 33.00 -0.49 0.49 20.21 -1.32 -1.49 35.29 Raf-1 6 -1.11 -0.32 33.00 -1.13 1.13 20.21 -2.85 -3.23 35.29 Raf-1 7 0.70 0.20 23.27 1.91 1.90 20.21 6.81 -7.72 18.21 Raf-1 8 2.44 0.70 23.27 7.22 7.16 20.21 18.16 -20.56 35.29 Raf-1 9 0.75 0.21 23.27 2.23 2.21 20.21 6.24 -7.06 32.41 Raf-1 10 0.68 0.19 23.27 2.02 2.00 20.21 4.78 -5.41 18.21 Raf-1 11 -0.44 -0.13 33.00 -1.35 1.34 20.21 1.71 -1.93 22.61 Raf-1 12 0.70 0.20 23.27 2.10 - 2.08 20.21 5.14 -5.82 18.21 Raf-1 13 2.85 0.82 23.27 5.60 5.56 20.21 14.87 -16.83 33.00 Raf-1 14 4.45 1.27 23.27 5.29 5.24 20.21 14.19 -16.07 33.00 Raf-2 1 2.00 0.57 23.27 -6.00 5.94 20.21 16.42 -18.58 32.86 Raf-2 2 -0.99 -0.28 33.00 1.05 1.04 20.21 -2.73 -3.10 35.29 Raf-2 3 -0.94 -0.27 33.00 1.43 1.42 20.21 -3.55 -4.02 .35.29 Raf-2 4 -0.54 -0.15 33.00 0.49 0.49 20.21 -1.32 -1.49 35.29 Raf-2 5 -0.48 -0.14 33.00 0.87 0.86 20.21 -2.13 -2.41 35.29 Raf-2 6 -1.11 -0.32 33.00 1.13 1.13 20.21 -2.85 -3.23 35.29 Raf-2 7 2.44 0.70 23.27 -7.22 7.16 20.21 18.17 -20.56 35.29 Raf-2 8 0.70 0.20 23.27 -1.91 1.90 20.21 6.81 -7.71 18.21 Raf-2 9 0.68 0.19 23.27 -2.02 2.01 20.21 4.78 -5.41 18.21 Raf-2 10 0.75 0.21 23.27 -2.23 2.21 20.21 6.24 -7.06 32.41 Raf-2 11 -0.44 -0.13 33.00 1.35 1.34 20.21 1.71 -1.93 22.61 Raf-2 12 0.70 0.20 23.27 -2.10 2.08 20.21 5.14 -5.82 18.21 Raf-2 13 4.45 1.27 23.27 -5.29 5.24 20.21 14.19 -16.07 33.00 Page 8 A9 EWDES-L.OUT Raf-2 14 2.85 0.82 23.27 -5.60 5.56 20.21 14.87 -16.83 33.00 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom Max_UC col-1 1 0.15 0.00 0.00 0.15 0.15 col-1 2 0.08 0.00 0.00 0.08 0.08 _ col-1 3 0.08 0.00 0.00 0.08 0.08 Col-1 4 0.02 0.00 0.00 0.02 0.02 col-1 5 0.02 0.00 0.00 0.02 0.02 Co1-1 6 0.01 0.00 0.00 0.01 0.01 col-1 7 0.14 0.00 0.00 0.14 0.14 col-1 8 0.20 0.00 0.00 0.20 0.20 col-1 9 0.03 0.00 0.00 0.03 0.03 col-1 10 0.09 0.00 0.00 0.09 0.09 col-1 11 0.01 0.00 0.00 0.01 0.01 col-1 12 0.26 0.00 0.00 0.26 0.26 Col-2 1 0.14 0.00 0.00 0.14 0.14 Co1-2 2 0.08 0.08 0.26 0.31 0.31 Col-2 3 0.08 0.08 0.26 0.32 0.32 col-2 4 0.02 0.09 0.31 0.32 0.32 Col-2 5 0.03 0.10 0.34 0.35 0.35 col-2 6 0.02 0.10 0.34 0.34 0.34 col-2 7 0.10 0.00 0.00 0.10 0.10 col-2 8 0.09 0.00 0.00 0.09 0.09 Co1-2 9 0.00 0.00 0.00 0.00 0.00 col-2 10 0.01 0.00 0.00 0.01 0.01 col-2 11 0.04 0.00 0.00 0.04 0.04 Col-2 12 0.18 0.00 0.00 0.18 0.18 col-3 1 0.14 0.00 0.00 0.14 0.14 Col-3 2 0.08 0.08 0.26 0.32 0.32 col-3 3 0.08 0.08 0.26 0.31 0.31 col-3 4 0.02 0.09 0.31 0.32 0.32 Col-3 5 0.02 0.10 0.34 0.34 0.34 col-3 6 0.03 0.10 0.34 0.35 0.35 col-3 7 0.09 0.00 0.00 0.09 0.09 Col-3 8 0.10 0.00 0.00 0.10 0.10 col-3 9 0.01 0.00 0.00 0.01 0.01 Col-3 10 0.00 0.00 0.00 0.00 0.00 Col-3 11 0.18 0.00 0.00 0.18 0.18 col-3 12 0.04 0.00 0.00 0.04 0.04 col-4 1 0.15 0.00 0.00 0.15 0.15 col-4 2 0.08 0.00 0.00 0.08 0.08 col-4 3 0.08 0.00 0.00 0.08 0.08 Col-4 4 0.02 0.00 0.00 0.02 0.02 col-4 5 0.01 0.00 0.00 0.01 0.01 Col-4 6 0.02 0.00 0.00 0.02 0.02 Col-4 7 0.20 0.00 0.00 0.20 0.20 col-4 8 0.14 0.00 0.00 0.14 0.14 col-4 9 0.09 0.00 0.00 0.09 0.09 col-4 10 0.03 0.00 0.00 0.03 0.03 col-4 11 0.26 0.00 0.00 0.26 0.26 Col-4 12 0.01 0.00 0.00 0.01 0.01 Raf-1 1 0.02 0.29 0.57 0.58 0.58 Raf-1 2 0.01 0.07 0.11 0.12 0.12 Raf-1 3 0,01 0.05 0.09 0.09 0.09 Raf-1 4 0.00 0.04 0.07 0.07 0.07 Raf-1 5 0.00 0.02 0.04 0.05 0.05 Raf-1 6 0.01 0.06 0.09 0.10 0.10 Page 9 i EWDES-L.OUT Raf-1 7 0.01 0.09 0.42 0.42 0.42 Raf-1 8 0.03 0.35 0.58 0.60 0.60 Raf-1 9 0.01 0.11 0.22 0.22 0.22 Raf-1 10 0.01 0.10 0.30 0.30 0.30 Raf-1 11 0.00 0.07 0.09 0.09 0.09 Raf-1 12 0.01 0.10 0.32 0.32 0.32 Raf-1 13 0.04 0.27 0.51 0.52 0.52 Raf-1 14 0.05 0.26 0.49 0.50 0.50 Raf-2 1 0.02 0.29 0.57 0.58 0.58 Raf-2 2 0.01 0.05 0.09 0.09 0.09 Raf-2 3 0.01 0.07 0.11 0.12 0.12 Raf-2 4 0.00 0.02 0.04 0.05 0.05 Raf-2 5 0.00 0.04 0.07 0.07 0.07 Raf-2 6 0.01 0.06 0.09 0.10 0.10 Raf-2 7 0.03 0.35 0.58 0.60 0.60 Raf-2 8 0.01 0.09 0.42 0.42 0.42 Raf-2 9 0.01 0.10 0.30 0.30 0.30 Raf-2 10 0.01 0.11 0.22 0.22 0.22 Raf-2 11 0.00 0.07 0.09 0.09 0.09 Raf-2 12 0.01 0.10 0.32 0.32 0.32 Raf-2 13 0.05 0.26 0.49 0:50 0.50 Raf-2 14 0.04 0.27 0.51 0.52 0.52 COLUMN REACTIONS: Mem Load Reaction(k ) Id Id Horz(OP) Vert Horz(IP) Col-1 1 0.00 2.27 0.00 col-1 2 0.00 1.14 0.00 col-1 3 0.00 1.28 0.00 Col-1 4 0.00 -0.65 0.00 col-1 5 0.00 -0.70 0.00 Col-1 6 0.00 -0.52 0.00 col-1 7 0.00 2.09 0.00 col-1 8 0.00 3.03 0.00 col-1 9 0.00 0.43 0.00 col-1 10 0.00 1.33 0.00 col-1 11 0.00 -0.36 0.00 col-1 12 0.00 3.89 0.00 Col-2 1 0.00 11.64 0.00 Col-2 2 1.58 6.43 0.00 col-2 3 1.58 7.06 0.00 Col-2 4 -1.92 -2.22 0.00 col-2 5 2.11 -2.83 0.00 col-2 6 2.11 -1.99 0.00 col-2 7 0.00 8.56 0.00 col-2 8 0.00 7.82 0.00 Col-2 9 0.00 0.16 0.00 Col-2 10 0.00 -0.54 0.00 col-2 11 0.00 3.10 0.00 col-2 12 0.00 14.75 0.00 col-3 1 0.00 11.64 0.00 col-3 2 1.58 7.06 0.00 Col-3 3 1.58 6.43 0.00 Col-3 4 -1.92 -2.22 0.00 Col-3 5 2.11 -1.99 0.00 Col-3 6 2.11 -2.83 0.00 Col-3 7 0.00 7.82 0.00 Col-3 8 0.00 8.56 0.00 Col-3 9 0.00 -0.54 0.00 Col-3 10 0.00 0.16 0.00 Page 10 7;21 EWDES-L.OUT col-3 11 0.00 14.75 0.00 col-3 12 0.00 3.10 0.00 col-4 1 0.00 2.27 0.00 col-4 2 0.00 1.28 0.00 col-4 3 0.00 1.14 0.00 col-4 4 0.00 -0.65 0.00 col-4 5 0.00 -0.52 0.00 Col-4 6 0.00 -0.70 0.00 Col-4 7 0.00 3.03 0.00 col-4 8 0.00 2.09 0.00 col-4 9 0.00 1.33 0.00 col-4 10 0.00 0.43 0.00 Col-4 11 0.00 3.89 0.00 Col-4 12 0.00 -0.36 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id caic Allow col-1 1 0.00 1.46 Col-1 2 0,00 1.46 col-1 3 0.00 1.46 Col-1 4 0.00 1.46 Col-1 5 0.00 1.46 col-1 6 0.00 1.46 Col-1 7 0.00 1.46 col-1 8 0.00 1.46 col-1 9 0.00 1.46 Col-1 10 0.00 1.46 Col-1 11 0.00 1.46 Col-1 12 0.00 1.46 Col-2 1 0.00 1.81 Col-2 2 0.34 1.81 col-2 3 0.34 1.81 col-2 4 -0.41 1.81 Col-2 5 0.46 1.81 col-2 6 0.46 1.81 col-2 7 0.00 1.81 Col-2 8 0.00 1.81 Col-2 9 0.00 1.81 Col-2 10 0,00 1.81 col-2 11 0.00 1.81 Col-2 12 0.00 1.81 Col-3 1 0.00 1.81 col-3 2 0.34 1.81 Col-3 3 0.34 1.81 col-3 4 -0.41 1.81 Col-3 5 0.46 1.81 col-3 6 0.46 1.81 col-3 7 0.00 1.81 col-3 8 0.00 1.81 col-3 9 0.00 1.81 Col-3 10 0.00 1.81 Col-3 11 0.00 1.81 col-3 12 0.00 1.81 Col-4 1 0.00 1.46 col-4 2 0.00 1.46 col-4 3 0.00 1.46 Col-4 4 0.00 1.46 Col-4 5 0.00 1.46 Col-4 6 0.00 1.46 Page 11 EWDES-L.OUT Col-4 7 0.00 1.46 Col-4 8 0.00 1.46 col-4 9 0.00 1.46 col-4 10 0.00 1.46 Col-4 11 0.00 1.46 Col-4 12 0.00 1.46 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Raf-1 1 -0.46 1.20 Raf-1 2 0.06 1.20 Raf-1 3 0.06 1.20 Raf-1 4 0.03 1.20 Raf-1 5 0.03 1.20 Raf-1 6 0.05 1.20 Raf-1 7 -0.35 1.20 Raf-1 8 -0.35 1.20 Raf-1 9 -0.19 1.20 Raf-1 10 -0.19 1.20 Raf-1 11 -0.04 0.73 Raf-1 12 -0.21 1.20 Raf-1 13 -0.37 1.20 Raf-1 14 -0.37 1.20 Raf-2 1 -0.46 1.20 Raf-2 2 0.06 1.20 Raf-2 3 0.06 1.20 Raf-2 4 0.03 1.20 Raf-2 5 0.03 1.20 Raf-2 6 0.05 1.20 Raf-2 7 -0.35 1.20 Raf-2 8 -0.35 1.20 Raf-2 9 -0.19 1.20 Raf-2 10 -0.19 1.20 Raf-2 11 -0.04 0.73 Raf-2 12 -0.21 1.20 Raf-2 13 -0.37 1.20 Raf-2 14 -0.37 1.20 Barbone-M Rafter Splice Report 9/20/07 8:41am Splice -Surface- ---Plate--- Design_Load---- ----Bolts(A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 M 3 0.0 5.0 0.625 2 1.0 0.4 1.3 2 0.625 4.00 2.75 1 0.1 0.2 -12.9 2 0.625 4.00 2.75 Barbone-M Base Plate & Anchor Bolt Design 9/20/07 8:41am Column_Base Max_Reactions(k ) Plate_Size(in)-- -Bolts(A307 )- Id Depth Comp Tens shear width Length Thick Row Diam Gage Page 12 4 11 EWDES-L.OUT Col-1 8.0 3.9 -0.7 0.0 2 0.625 0.00 Col-2 8.0 14.7 -2.8 2.1 8.0 8.0 0.375 2 0.625 4.00 Col-3 8.0 14.8 -2.8 2.1 8.0 8.0 0.375 2 0.625 4.00 Col-4 8.0 3.9 -0.7 0.0 2 0.625 0.00 Barbone-M Flush Girt Design Report 9/20/07 8:41am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 4 1 4 3.667 7.333 11.333 17.000 2 4 3.667 7.333 11.333 17.000 3 4 3.667 7.333 11.333 17.000 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 4 1 4 9.437 9.437 9.437 4.664 2 4 17.125 17.125 17.125 17.125 3 4 9.438 9.437 9.437 4.664 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 4 1 4 8x25z16 8X25z16 8x25z16 8x25z16 2 4 8X25z16 8x25z16 8X25z14 8x25z12 3 4 8x25z16 8x25z16 8x25z16 8x25z16 GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 3 0 0 0 GIRT ACTIONS: Bay Girt Ld --shear(k )--- --Moment(f-k )-- Mom+ ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow uC Shear Calc Allow uC 1 1 WP 0.26 2.34 0.11 -0.62 4.97 0.12 0.01 -0.04 0.94 0.05 WS -0.29 2.34 0.12 - 0.68 2.48 0.27 0.01 0.05 0.94 0.05 1 2 WP 0.27 2.34 0.12 -0.64 4.97 0.13 0.01 -0.05 0.94 0.05 ws -0.30 2.34 0.13 0.71 2.48 0.29 0.02 0.05 0.94 0.05 1 3 WP -0.34 2.34 0.15 -0.81 4.97 0.16 0.02 -0.06 0.94 0.06 ws -0.38 2.34 0.16 0.90 2.48 0.36 0.03 0.06 0.94 0.07 1 4 WP 0.15 2.34 0.06 -0.17 4.97 0.03 0.00 0.00 0.47 0.01 ws -0.16 2.34 0.07 0.19 4.75 0.04 0.00 0.00 0.47 0.01 2 1 WP -0.47 2.34 0.20 -2.03 4.97 0.41 0.10 -0.48 1.71 0.28 ws -0.52 2.34 0.22 2.24 2.48 0.90 0.13 0.53 1.71 0.31 2 2 WP -0.50 2.34 0.21 -2.12 4.97 0.43 0.11 -0.50 1.71 0.29 ws -0.55 2.34 0.23 2.35 2.48 0.95 0.14 0.55 1.71 0.32 2 3 WP -0.62 4.08 0.15 -2.68 6.16 0.43 0.11 -0.53 1.71 0.31 ws -0.69 4.08 0.17 2.96 3.08 0.96 0.14 0.58 1.71 0.34 2 4 WP 0.73 12.66 0.06 -3.14 9.55 0.33 0.06 -0.42 1.71 0.24 ws 0.81 12.66 0.06 3.47 4.77 0.73 0.08 0.46 1.71 0.27 3 1 WP -0.26 2.34 0.11 -0.62 4.97 0.12 0.01 -0.04 0.94 0.05 ws -0.29 2.34 0.12 0.68 2.48 0.27 0.01 0.05 0.94 0.05 3 2 WP 0.27 2.34 0.12 -0.64 4.97 0.13 0.01 -0.05 0.94 0.05 Page 13 EWDES-L.OUT WS -0.30 2.34 0.13 0.71 2.48 0.29 0.02 0.05 0.94 0.05 3 3 WP -0.34 2.34 0.15 -0.81 4.97 0.16 0.02 -0.06 0.94 0.06 ws -0.38 2.34 0.16 0.90 2.48 0.36 0.03 0.06 0.94 0.07 3 4 WP 0.15 2.34 0.06 -0.17 4.97 0.03 0.00 0.00 0.47 0.01 WS -0.16 2.34 0.07 0.19 4.75 0.04 0.00 0.00 0.47 0.01 Barbone-M Endwall Diagonal Bracing Summary 9/20/07 8:41am PANEL SHEAR WITH NO BRACING: Base --Transverse-- --Torsion- Length wind Seismic wind Seismic Allow 40.00 43.2 30.4 0.0 0.0 75.0 BRACING NOT REQUIRED Barbone-M wall Panel Report 9/20/07 8:41am PANEL DATA: Bay Part Type Gage Yield 2 SSPAN-X6 Sx 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft-lb/ft) span span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow uc Caic Allow UC talc Allow UC 1 3.67 WP , 26.6 147.2 0.18 -19.4 110.2 0.18 -0.03 0.37 0.09 WS -35.5 110.2 0.32 25.8 147.2 0.18 0.05 0.37 0.13 2 3.67 WP 26.6 147.2 0.18 -8.8 110.2 0.08 -0.01 0.37 0.03 WS -35.5 110.2 0.32 11.7 147.2 0.08 0.01 0.37 0.03 3 4.00 WP 36.1 147.2 0.25 -10.4 110.2 0.09 -0.01 0.40 0.03 WS -48.1 110.2 0.44 13.8 147.2 0.09 0.02 0.40 0.04 4 5.67 WP 65.6 147.2 0.45 -24.5 110.2 0.22 -0.07 0.57 0.13 WS -87. 5 110.2 0.79 32.7 147.2 0.22 0.10 0.57 0.17 5 5.67 WP 65.6 147.2 0.45 -45.4 110.2 0.41 -0.19 0.57 0.34 WS -87. 5 110.2 0.79 60.6 147.2 0.41 0.25 0.57 0.45 Barbone-M Endwall Design Warning Report 9/20/07 8:41am . . No warnings Barbone-M Endwall Weight Summary 9/20/07 8:41am Page 14 EWDES-L.OUT FORCED SPACING: Total Column weight = 542.88 Total Rafter weight = 503.86 Total Girt weight = 422.56 Total Door Jamb weight = 0.00 Total Bracing weight = 0.00 Total Clips weight = 52.80 Total Endwall weight = 1522.09 Page 15 C) EWDES-R,OUT 'Barbone-M Endwall Design Input 9/20/07 8:41am "( 1)70BID: 'Barbone-M' *( 2)PROGRAM OPTIONS: * Ew Run Run Run Run No. Lap ` Id Col/Raf Girt Brace Panel Cycle Stiff 'R' 'Y' 'Y' 'N' 'Y' 4 1.00 ( 3)DESIGN CODE: *Design ---Steel_Code--- ---Build--- Seismic • code cold Hot Country Code Year Zone 'WS' 'AI5196' 'AISC89' ----"IBC ' '03' 'C ' *( 4)DESIGN CONSTANTS: ---Strength_Factors-- * ---Stress_Ratio--- ---Seismic--- * Col/Raf Girt Panel wind Frame Brace 1.00 1.00 1.00 1.0000 1.0000 1.0000 *( 5)STEEL YIELDS: * web Fig C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 46.0 55.0 57.0 55.0 50.0 50.0 36.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: Rafter ---Girt--- --Panel--- Part wind • Live wind Total Column wall Facia Wall Facia wall Bent 180. 180. 0. 120. 120. 120. 120. 120. 120. 60. *( 7)REPORTS: * Input column wall Door wall Cable • Echo Rafter Girt Jamb Panel Brace 'Y' 'Y' 'Y' 'Y' 'Y' *( 8)BUILDING TYPE: * Build Build Build Expand_EW • Type Width Length use Offset 'FF-' 40.0000 75.0000 'Y :-' 16.00 *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord offset * Surf (ft) (ft) (in) 4 0.0000 16.0000 8.250 20.0000 22.6667 10.250 40.0000 16.0000 10.250 40.0000 0.0000 8.250 *(10)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. * Bay Bay Recess Bays Width Bays 3 25.0000 0,6667 3 11.0000 1 18.0000 1 11.0000 1 *(11)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panel 1 2 18.0000 14.0000 0.0000 52 0.0000 0.000 0.000 'CU' 'Y' Page 1 EWDES-R.OUT *(12)WIDE OPENING LAYOUT: ----open--- Bay_id --Clear_Openin9-- wedge e Stub Column Total *No. Id Type St End width Height Height Elev Mount weight 0 *(13)WIDE OPENING AND STRUT FRAMING: -open- Door_Jamb stub Head Back_Brace strut -Header_Beam- Deflection *No. Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 *(14)wIDE OPENING HEADER LOCATION: *-Open- No. Column *No. Id Location Location 0 `(15)PARTIAL WALLS: :_ Set_Of Base Full --Bay_Id-- Wall * Bays Type Load start End Height 0 1;(16)COLUMNS: • --Left_Corner-- -Right_corner-- -Int_Facia-- int_No_Facia Max_UnBr Base * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev (in) (in) (in) (in) Dep (ft) (in) o-= 0.00 '- ' '-' 0.00 'cw ' 8.00 'CW ' 8.00 'N' 60.000 0.000 *(17)COLUMN SIZE & ELEVATION: ., No. Column Base • Column Size Elev 4 ' ' 0.000 0.000 0.000 0.000 *(18)RAFTERS: -: Rafter Set Rafter Flange • select Depth same Brace 'CW ' 0.000 'Y' 'N' *(19)RAFTER SIZE: * No. Surf Rafter * Rafter Id Size 2 2 ' 3 *(20)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc Type 2 0 3 1 0.0000 'M *(21)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt_To One_Girt Max_Unbr *Type Out in Offset Project Depth Lap space Rafter Depth/Bay Length 'zF' 'C' 'N' 0.000 0.000 0.000 0.0000 7.3333 'Y' 'Y' 8.0000 *(22)GIRT LOCATION: * Set No. Girt * LOC Girt Location 'P' 3 3.6667 7.3333 11.3333 *(23)SPECIAL GIRT: .; Sets_Of --Bay_Id-- Girt Girt Girt Page 2 d I • EWDES-R.OUT * Girts Start End Height Type Rotate Use 0 *(24)ROOF PURLINS: *Surf surf No. Peak set_Of Set_Space * Id Ext Purlin Space Space Space No. 3 0.000 5 1.000 0 2 0.000 5 1.000 0 *(25)PANELS/RF_COLUMNS: * Wall Insulation RF_Interior_Columns * Panel Use Thick No. Locate 'SSPAN-X6' 'N' 3.000 0 *(26)wIND FRAMING SELECTION: Order_of_Selection • Panel Diagonal wind wind :, shear Bracing Bent Column T yl l y' T y/ l y, *(27)WALL BRACING: 1 * Wind Brace No._Bay Specified • shear Type Specified Bays_For_Bracing 75.0 'CR' 0 *(28)WIND BENTS: * --Member-- No. • Type Depth Bay Bay_Id - 0.00 0 *(29)wIND COLUMNS: * --Member-- No. Left/ -'° Type Depth Bay Bay_Id Right - 0.00 0 *(30)WALL BRACING ATTACHMENT :, No. Attach --Bay_Id-- No. `Attach Id Start End Level Level_Height 0 *(31)EAVE EXTENSION: *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height width Slope Left Right Mount 2 0 4 0 *(32)CANOPY: *wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 3 0 2 0 4 0 *(33)FACIA/PARAPET : *Wall No. Ext Fac Bay_Id ----Attach_Beam---- ---Facia/Parapet--- Edge_Extend Ext ;; Id Ext Id Type St End Height width Slope Elev Height slope Left Right Mnt * (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft) 3 0 2 0 4 0 *(34)FACIA/PARAPET GIRTS: *Ext ----Top---- --Interior- ---Back_Panel--- Angle Page 3 30 EWDES-R.OUT *Id Type Rotate Type Rotate Part Rotate Spacing *(35)ADJACENT BUILDING: *Wail No. Ext -Bay_id-- -Edge_Extend- Ext *Id Ext Id Start End Height width Slope Left Right Mount 2 0 4 0 *(36)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: *Ext Ext Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Snow Press Suct Press Suct Press Suct *(37)BASIC LOADS: ---Deflection--- Wind • Dead Collat Live Snow Basic Load_Ratio Load * Load Load Load Load wind Snow wind Seis Factor 2.0 0.0 16.0 50.0 15.7 1.00 1.00 1.00 1.00 *(38)EDGE ZONE: • Zone col/ * width Girt Panel Jamb 4.000 1.07 1.00 1.07 *(39)BASIC LOADS AT EAVE: *Seis Seis Seis Torsion_Forces *Dead Girt Load Wind Seismic 2.0 0.0000 0.19 0.00 0.00 '`(40)WIND PRESSURE/SUCTION: • Wind Wind •• Press Suct 15.0 -16.5 . . Column 15.1 -16.7 . . Girt/Header 15.0 -16.4 . . Jamb 18.6 -24.8 . . Panel 28.3 -17.3 . . Parapet Girt 28.3 -17.3 . . Transv Bracing, Facia/Parapet *(41)WIND COEFFICIENTS: • surf Rafter_Wind_i Rafter_Wind_2 Bracing_Wind Long Surface •• Id Left Right Left Right Left Right wind Friction 1 0.00 0.00 0.00 0.00 0.58 -0.85 0.00 0.00 2 -1.07 -0.76 -0.71 -0.40 -1.07 -0.76 -0.87 0.00 3 -0.76 -1.07 -0.40 -0.71 -0.76 -1.07 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0.85 0.58 0.00 0.00 *(42)COLUMN DESIGN LOADS: *Load Rafter_Wind Brace_Wind Long Column_wind Aux_Load *No Id Dead Coll Live Snow Left Right Left Right Wind Press Suct Seis Id Coef 12 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 3 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 Page 4 EWDES-R.OUT 7 1.05 1.05 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 8 1.05 1.05 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 9 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 10 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 *(43)COLUMN DESIGN LOADS: Deflection Load Rafter_Wind Brace_Wind Long Column_wind Aux_Load *No Id Dead Coll Live Snow Left Right Left Right wind Press Suct Seis Id Coef 0 *(44)RAFTER DESIGN LOADS: 'Load Rafter_Wind_1 Rafter_Wind_2 Long Aux_Load No Id Dead Collat Live Snow Left Right Left Right wind Seis Id Coef 12 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 (45)RAFTER DESIGN LOADS: Deflection Load Rafter_Wind_1 Rafter_Wind_2 Long Aux_Load *No Id Dead Collat Live Snow Left Right Left Right wind Seis Id Coef 0 ''`(46)BRACING DESIGN LOADS: *Load Rafter_Wind Brace_Wind Long Column_wind Aux_Load *No Id Dead Coll Live Snow Left Right Left Right wind Press Suct Seis Id Coef 12 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 3 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.05 1.05 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 8 1.05 1.05 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 9 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 Page 5 EWDES-R.OUT 0.00 10 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 *(47)AUXILIARY LOADS: ., No. Aux Aux No._Add Add_Load * Aux Id Name Combs Id Coef 6 1 'E2UNB_SL 1' 2 1 0.00 2 1.50 2 TE2UNB_SL 2' 2 1 1.50 2 0.00 3 °E2PAT_LL 3' 3 3 0.32 4 0.32 5 0.32 4 'E2PAT_LL 4' 3 4 0.32 5 0.32 6 0.32 5 'E2PAT_LL 5' 2 3 0.32 6 0.32 6 'E2PAT_LL 6' 2 4 0.32 5 0.32 *(48)ADDITIONAL LOADS: • No. Add surf Basic Load FX FY Mom X Y . .Conc ., Add Id Id Load Type W1 W2 Co DL1 DL2 . .Unif 10 1 2 "D ' -0.060 -0.060 0.33 0.00 21.08 2 3 ' "D ' -0.060 -0.060 -0.33 0.00 21.08 3 2 ' "D ' -0.060 -0.060 0.33 0.00 11.60 4 2 ' "D ° -0.060 -0.060 0.33 11.60 21.08 5 3 ' "D ' -0.060 -0.060 -0.33 0.00 9.49 6 3 ' "D ' -0.060 -0.060 -0.33 9.49 21.08 7 2 'WINDL1' 'D ' -0.061 -0.061 0.00 20.00 21.08 8 2 'WINDL2' 'D ' -0.061 -0.061 0.00 20.00 21.08 9 3 'WINDRI' 'D ' -0.061 -0.061 0.00 0.00 1.08 10 3 'WINDR2' 'D ' -0.061 -0.061 0.00 0.00 1.08 *(49)GIRT LAPS: Data Set_i Set_2 Set_3 • Opt Sets Left Right Quan Left Right Quan Left Right Quan 0 *(50)GIRT STRAPS: Data ---Set_i--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan strap Quan '-' 0 *(51)PANEL SCREWS: • No. Screw washer Screw Screw *Zone Zone Part Dia Dia Space Strength 0 * Code file used was EW_IBC.03 Version 1.0 Barbone-M Endwall Design Code 9/20/07 8:41am Page 6 -5 EWDES-R.OUT STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : AIS196 BUILDING CODE: wind Code : IBC Year : 03 Seismic zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed steel : 29500 (ksi ) Barbone-M Column & Rafter Design 9/20/07 8:41am MEMBER SIZES: Member Member Member ---web_Size-- -Flange_Size- Member Member Id Locate size Depth Thick width Thick Length weight Col-1 0.7 col-2 11.0 8X35c12 8.00 12ga 3.50 12ga 18.6 105.8 col-3 29.0 8x35c12 8.00 12ga 3. 50 12ga 18.6 105.8 Col-4 39.3 Total= 326.73 DESIGN ACTIONS/STRENGTH: Mem Load ---Axiai (k )-- ---Shear(k )-- -Moment(f-k )- Id Id Calc Allow Calc Allow Calc Allow col-2 1 0.11 26.20 0.00 12.66 0.00 10.12 Col-2 2 0.11 26.20 -1.63 12.66 7.57 10.12 col-2 3 0.11 26.20 -1.63 12.66 7.57 10.12 Col-2 4 0.06 26.20 1.97 12.66 -9.17 10.12 Col-2 5 0.06 26.20 -2.17 12.66 10.09 10.12 col-2 6 0.06 26.20 -2.17 12.66 10.09 10.12 Col-2 7 0.11 26.20 0.00 12.66 0.00 10.12 col-2 8 0.11 26.20 0.00 12.66 0.00 10.12 Col-2 9 0.07 26.20 0.00 12.66 0.00 10.12 Col-2 10 0.07 26.20 0.00 12.66 0.00 10.12 col-2 11 0.11 26.20 0.00 12.66 0.00 10.12 col-2 12 0.11 26.20 0.00 12.66 0.00 10.12 Col-3 1 0.11 26.20 0.00 12.66 0.00 10.12 col-3 2 0.11 26.20 -1.63 12.66 7.57 10.12 col-3 3 0.11 26.20 -1.63 12.66 7.57 10.12 col-3 4 0.06 26.20 1.97 12.66 -9.17 10.12 col-3 5 0.06 26.20 -2.17 12.66 10.09 10.12 col-3 6 0.06 26.20 -2.17 12.66 10.09 10.12 Col-3 7 0.11 26.20 0.00 12.66 0.00 10.12 Col-3 8 0.11 26.20 0.00 12.66 0.00 10.12 col-3 9 0.07 26.20 0.00 12.66 0.00 10.12 Col-3 10 0.07 26.20 0.00 12.66 0.00 10.12 Col-3 11 0.11 26.20 0.00 12.66 0.00 10.12 Col-3 12 0.11 26.20 0.00 12.66 0.00 10.12 Page 7 iJ EWDES-R.OUT STRESS RATIO: Mem Load Id Id Axial Shear Moment Axi+Mom Shr+Mom Max_Uc col-2 1 0.00 0.00 0.00 0.00 0.00 col-2 2 0.00 0.13 0.75 0.75 0.32 0.75 col-2 3 0.00 0.13 0.75 0.75 0.32 0.75 col-2 4 0.00 0.16 0.91 0.91 0.47 0.91 col-2 5 0.00 0.17 1.00 1.00 0.57 1.00 col-2 6 0.00 0.17 1.00 1.00 0.57 1.00 col-2 7 0.00 0.00 0.00 0.00 0.00 co1-2 8 0.00 0.00 0.00 0.00 0.00 col-2 9 0.00 0.00 0.00 0.00 0.00 col-2 10 0.00 0.00 0.00 0.00 0.00 Col-2 11 0.00 0.00 0.00 0.00 0.00 Co1-2 12 0.00 0.00 0.00 0.00 0.00 Col-3 1 0.00 0.00 0.00 0.00 0.00 col-3 2 0.00 0.13 0.75 0.75 0.32 0.75 Col-3 3 0.00 0.13 0.75 0.75 0.32 0.75 col-3 4 0.00 0.16 0.91 0.91 0.47 0.91 col-3 5 0.00 0.17 1.00 1.00 0.57 1.00 col-3 6 0.00 0.17 1.00 1.00 0.57 1.00 col-3 7 0.00 0.00 0.00 0.00 0.00 Col-3 8 0.00 0.00 0.00 0.00 0.00 col-3 9 0.00 0.00 0.00 0.00 0.00 col-3 10 0.00 0.00 0.00 0.00 0.00 col-3 11 0.00 0.00 0.00 0.00 0.00 Col-3 12 0.00 0.00 0.00 0.00 0.00 COLUMN REACTIONS: Mem Load Reaetion(k ) Id Id Horz(OP) Vert Horz(OP) Col-2 1 0.00 0.11 0.00 col-2 2 1.63 0.11 0.00 Col-2 3 1.63 0.11 0.00 Col-2 4 -1.97 0.06 0.00 Col-2 5 2.17 0.06 0.00 Col-2 6 2.17 0.06 0.00 Col-2 7 0.00 0.11 0.00 Col-2 8 0.00 0.11 0.00 Col-2 9 0.00 0.07 0.00 col-2 10 0.00 0.07 0.00 Col-2 11 0.00 0.11 0.00 Col-2 12 0.00 0.11 0.00 col-3 1 0.00 0.11 0.00 col-3 2 1.63 0.11 0.00 Col-3 3 1.63 0.11 0.00 col-3 4 -1.97 0.06 0.00 Col-3 5 2.17 0.06 0.00 col-3 6 2.17 0.06 0.00 Col-3 7 0.00 0.11 0.00 col-3 8 0.00 0.11 0.00 col-3 9 0.00 0.07 0.00 Col-3 10 0.00 0.07 0.00 col-3 11 0.00 0.11 0.00 col-3 12 0.00 0.11 0.00 COLUMN MEMBER DEFLECTIONS: Page 8 35 EWDES-R.OUT Mem Load Deflection(in) Id id calc Allow I Col-2 1 0.00 1.86 Col-2 2 0.96 1.86 Col-2 3 0.96 1.86 Col-2 4 -1.16 1.86 col-2 5 1.28 1.86 col-2 6 1.28 1.86 col-2 7 0.00 1.86 Col-2 8 0.00 1.86 Col-2 9 0.00 1.86 Col-2 10 0.00 1.86 Col-2 11 0.00 1.86 Col-2 12 0.00 1.86 Col-3 1 0.00 1.86 col-3 2 0.96 1.86 col-3 3 0.96 1.86 Col-3 4 -1.16 1.86 col-3 5 1.28 1.86 Col-3 6 1.28 1.86 col-3 7 0.00 1.86 col-3 8 0.00 1.86 Col-3 9 0.00 1.86 col-3 10 0.00 1.86 Col-3 11 0.00 1.86 Col-3 12 0.00 1.86 Barbone-M Base Plate & Anchor Bolt Design 9/20/07 8:41am Column_Base Max_Reactions(k ) --Plate_Size(in)-- -Bolts(A307 )- Id Depth Comp Tens Shear width Length Thick Row Diam Gage Col-2 8.0 0.1 0.0 2.2 2 0.625 0.00 Col-3 8.0 0.1 0.0 2.2 2 0.625 0.00 Barbone-M Flush Girt Design Report 9/20/07 8:41am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 4 1 4 3.667 7.333 11.333 17.000 2 1 17.000 3 4 3.667 7.333 11.333 17.000 GIRT SPAN: Bay No. Girt Id id Girt 1 2 3 4 1 4 9.875 9.875 9.875 4.651 2 1 17.125 3 4 9.875 9.875 9.875 4.651 GIRT SIZE: Page 9 EWDES-R.OUT Bay No. Girt Id Id Girt 1 2 3 4 1 4 8x25z16 8x25Z16 8x25z16 8x25z16 2 1 8x25z16 3 4 8x25Z16 8x25Z16 8X25Z16 8X25Z16 GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 3 0 0 0 GIRT ACTIONS: Bay Girt Ld --shear(k )--- --Moment(f-k )-- Mom+ ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow uC Shear Calc Allow UC 1 1 WP 0.27 2.34 0.12 -0.67 4.97 0.14 0.01 -0.05 0.99 0.05 ws -0.30 2.34 0.13 0.75 2.48 0.30 0.02 0.06 0.99 0.06 1 2 WP 0.29 2.34 0.12 -0.71 4.97 0.14 0.02 -0.06 0.99 0.06 ws 0.32 2.34 0.14 0.78 2.48 0.31 0.02 0.06 0.99 0.06 1 3 WP -0.36 2.34 0.15 -0.89 4.97 0.18 0.02 -0.07 0.99 0.07 Ws -0.40 2.34 0.17 0.98 2.48 0.40 0.03 0.08 0.99 0.08 1 4 WP -0.15 2.34 0.06 -0.17 4.97 0.03 0.00 0.00 0.47 0.01 WS -0.16 2.34 0.07 0.19 4.76 0.04 0.00 0.00 0.47 0.01 2 1 WP -0.56 2.34 0.24 -1.57 4.97 0.32 0.06 -0.37 1.71 0.22 ws -0.62 2.34 0.27 1.73 2.48 0.70 0.08 0.41 1.71 0.24 3 1 WP 0.27 2.34 0.12 -0.67 4.97 0.14 0.01 -0.05 0.99 0.05 ws 0.30 2.34 0.13 0.75 2.48 0.30 0.02 0.06 0.99 0.06 3 2 WP -0.29 2.34 0.12 -0.71 4.97 0.14 0.02 -0.06 0.99 0.06 ws -0.32 2.34 0.14 0.78 2.48 0.31 0.02 0.06 0.99 0.06 3 3 WP -0.36 2.34 0.15 -0.89 4.97 0.18 0.02 -0.07 0.99 0.07 ws -0.40 2.34 0.17 0.98 2.48 0.40 0.03 0.08 0.99 0.08 3 4 WP -0.15 2.34 0.06 -0.17 4.97 0.03 0.00 0.00 0.47 0.01 ws -0.16 2.34 0.07 0.19 4.76 0.04 0.00 0.00 0.47 0.01 Barbone-M Door Jamb & Header summary 9/20/07 8:41am JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length weight 2 Header 8x35C14 18.00 68.6 STRENGTH/DEFLECTION: Bay Member Ld ----Shear(k )---- ---Moment(f-k )-- Mom+ Deflect(in) Id Id Id Calc vn/sf uc Calc Mn/sf uc shear Calc Allow 2 Header WP -0.20 5.02 0.04 -0.92 7.05 0.13 0.01 -0.15 1.80 wS 0.23 5.02 0.04 1.01 2.82 0.36 0.01 0.17 1.80 Barbone-M wall Panel Report 9/20/07 8:41am PANEL DATA: Bay Part Type Gage Yield Page 10 3 7 EWDES-R.OUT 2 SSPAN-X6 SX 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft-lb/ft) span Span LD Support Midspan ---Def1ect(in)-- Id (ft) Id calc Allow UC Calc Allow UC Calc Allow UC 1 2.90 wP 56.0 147.2 0.38 -1.6 110.2 0.01 0.02 0.29 0.07 wS -74.7 110.2 0.68 2.1 147.2 0.01 -0.03 0.29 0.09 2 5.67 wP 56.0 147.2 0.38 -49.3 110.2 0.45 -0.22 0.57 0.39 ws -74.7 110.2 0.68 65.7 147.2 0.45 0.29 0.57 0.52 Barbone-M Endwall Design warning Report 9/20/07 8:41am . . No Warnings Barbone-M Endwall weight Summary 9/20/07 8:41am FORCED SPACING: Total Column Weight = 211.56 Total Rafter weight = 0.00 Total Girt Weight = 239.04 Total Door Jamb Weight = 68.58 Total Bracing Weight = 0.00 Total Clips weight = 42.90 Total Endwall Weight = 562.08 Page 11 RFDES-1.OUT '-Barbone-M Rigid Frame Design Input Echo 9/19/07 11:49am *( 1)JOBID: 'Barbone-M *( 2)PROGRAM OPTIONS: *Frame Frame Stress Frame No_Of End_Conn Splice Frame Frame * Id Type Space Space Cycle Lt Rt Fix Option Option_id 1 'RFE' 5.00 25.00 7 'P "P ' 1.00 *( 3)ANALYSIS OPTIONS: *Plate Depth Frame Column_Dep_Opt(in) Rafter_Dep_Opt(in) web_Stiffener * Opt Opt Sym Typ Min . Max Typ Min Max Use Ratio Side P-Delta 'N' 'N' 'Y' 'T ' 10.00 60.00 'T ' 12.00 60.00 'N' 0.00 'Y "N ' *( 4)DESIGN CODE: *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS ' 'AIS196' 'AISc89' '----' 'IBC ' '03' 'c ' *( 5)DESIGN CONSTANTS: ---strength_Factor--- * ----Stress_Ratio---- ---Seismic--- • Frame Col EP BP wind Frame SpcEP 1.00 1.00 1.00 1.00 1.0000 1.0000 1.0 *( 6)STEEL YIELDS: * web Fig C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 46.0 55.0 57.0 55.0 50.0 50.0 36.0 50.0 55.0 55.0 *( 7)DEFLECTION LIMITS: --vertical-- ----Horizontal---- weak * Live Total Total Seis Crane Axis 180.0 0.0 60.0 50.0 0.0 60.0 *( 8)REPORTS: • Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ . Len React React 'I' rYr 'Ye ' ' rYr 'N' rNr rYr 'N' rNr rNr rNr *( 9)BUILDING SHAPE: • No. X_Coord Y_Coord Offset • Surf (ft) (ft) (in) 4 0.0000 16.0000 8.250 20.0000 22.6667 10.250 40.0000 16.0000 10.250 40.0000 0.0000 8.250 *(10)MEMBER DEPTHS: *Surf Depth(in) No. interior_Depths • Id Start End Dep Loc(ft) Depth(in) 1 10.000 24.000 0 2 20.000 12.000 0 3 12.000 20.000 0 4 24.000 10.000 0 *(11)MEMBER SPLICES: Page 1 341 RFDES-1.OUT * Surf No. Splice Splice •• Id Splice Loc(ft) Type 2 1 0.0000 'VEE 3 1 0.0000 '-EE 4 1 0.0000 'VEE *(12)SEGMENT PLATES: *No. surf Mem Seg Seg Member Flange Plate_Thickness(in) *Seg Id Id Id Len(ft) Part Wid 6 1 1 1 0.0000 ' ' 5.00 0.1345 0.2500 0.3750 2 2 2 0.0000 5.00 0.1875 0.2500 0.3750 2 2 3 10.0000 ' ' 5.00 0.1345 0.3750 0.2500 3 3 4 10.0000 ° 5.00 0.1345 0.3750 0.2500 3 3 5 0.0000 ' ' 5.00 0.1875 0.2500 0.3750 4 4 6 0.0000 ° ' 5.00 0.1345 0.2500 0.3750 *(13)INTERIOR COLUMNS: * No. Col Col Col Col Connection Rafter unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Opt Major Minor Set Size *(14)TAPERED INTERIOR COLUMNS: *Col Col ---Depth---- No. Start --web_Depth--- Web Flg os_Flg is_Flg * Id Shape Min Max Mem Locate Start End Thick width Thick Thick *(15)BASE ELEVATION/WALL OPTIONS: *Base Base Frame Open • Id Elev Space Height 1 0.00 25.00 0.0000 Left Column 2 0.00 25.00 0.0000 Right Column *(16)BASE DISPLACEMENT: *Base Displace spring * id Opt Dir (in) (k/in) 0 '-' '-' 0.000 0.000 *(17)WALL GIRTS: *Surf Girt Girt Girt Girt Girt Bay No. * Id Type Size Depth Proj Lap Id Girt Location(ft) 1 'zB' '8x25z16 ' 8.00 0.00 1.000 3 3 3.667 7.333 11.333 4 'z6' '8x25z16 ' 8.00 0.00 1.000 2 3 3.667 7.333 11.333 *(18)ROOF PURLINS: *Surf Purl Purl Purl Purl Purl No. Peak set_of -set_space * Id Type Size Depth Proj Lap Purl space Space Space No. 2 'ZB' '10X25Z12' 10.00 0.00 3.000 5 1.000 0 3 'ZB' '10x25z12' 10.00 0.00 3.000 5 1.000 0 *(19)FLANGE BRACES: * Surf No. Flange_Brace_At • Id Brace Girt/Purlin Number 1 3 1 2 3 2 5 1 2 3 4 5 3 5 1 2 3 4 5 4 3 1 2 3 *(20)SIDEwALL EXTENSIONS: *Surf No Ext Extension_Size ----Facia_Size---- Load * Id Ext Id Type Elev width slope Elev Height Slope width 1 0 4 0 Page 2 f7 RFDES-1.OUT *(21)EXTENSION LOADS: *Ext Dead Collat Live Snow Windl_Coeff Wind2_Coeff Long_wind Facia_Wind Seis Id psf psf psf psf Left Right Left Right Left Right Left Right k *(22)BASIC LOADS: Basic ---Deflection--- Dead Live Snow Collat Wind Load_Ratio Temperature :, psf psf psf psf psf Snow Wind Seis Change 2.00 12.00 50.00 0.00 15.75 1.00 1.00 1.00 0.0 *(23)BASIC LOADS AT EAVE: • -Seismic- Weak_Axis_L Weak_Axis_R --Torsion-- -EW_Brace-- •• Load SpcEP Wind Seis Wind Seis wind Seis wind Seis k k k k k k k k k k 0.93 2.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 *(24)WIND COEFFICIENTS: * Surf --wind_1--- --Wind_2--- Long_wind surface ., Id Left Right Left Right 1 2 Friction 1 0.36 -0.63 0.74 -0.25 -0.63 -0.63 0.00 2 -0.87 -0.65 -0.51 -0.29 -0.87 -0.55 0.00 3 -0.65 -0.87 -0.29 -0.51 -0.55 -0.87 0.00 4 -0.63 0.36 -0.25 0.74 -0.63 -0.63 0.00 "(25)LONGITUDINAL BRACING LOADS: * ----Wind ---Seismic--- • Horiz Vert Horiz Vert 1.24 0.69 4.78 2.65 . . Left Column 2.49 1.38 9.56 5.29 . . Right Column *(26)DESIGN LOADS:Strength Load_Coefficients *Load -wind_1- -wind_2- Long_wind -Seismic-- Aux_Load *No Id Dead Coll Live Snow Lt Rt Lt Rt 1 2 Long Tran Id Coeff 23 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0 0.00 Page 3 )ifit RFDES-L OUT 14 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 15 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 16 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 17 0.65 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 18 1.05 1.05 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 19 1.05 1.05 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 20 1.00 1.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0.00 0 0.00 21 1.05 1.05 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0.00 0 0.00 22 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 *(27)DESIGN LOADS:Deflection Load_Coefficients *Load -Wind_1- -wind_2- Long wind -Seismic-- Aux_Load *No Id Dead Coll Live Snow Lt Rt Lt Rt 1 2 Long Tran Id Coeff 0 ''`(28)DESIGN LOADS:Special Load_Coefficients *Load -wind_i- -Wind_2- Long_wind -seismic-- Aux_Load *No Id Dead Coll Live Snow Lt Rt Lt Rt 1 2 Long Tran Id Coeff 2 24 1.27 1.27 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 25 1.27 1.27 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(29)AUXILARY LOADS: *No. Aux Aux No._Add Add_comb *Aux Id Name Loads Id Coeff 2 1 'F1uNB_SL 1' 2 5 0.00 6 1.50 2 'FlUNB_SL 2' 2 5 1.50 6 0.00 *(30)ADDITI0NAL LOADS: *No. Add surf Basic Load Fx Fy Mom Dx Dy . . Conc *Add Id Id Type Type W1 w2 Co D11 D12 . . Dist 6 1 2 'WINDLI' 'D ' -0.087 -0.087 0.00 20.000 21.082 2 2 'WINDL2' 'D -0.087 -0.087 0.00 20.000 21.082 3 3 'WINDR1' 'D ' -0.087 -0.087 0.00 0.000 1.082 4 3 1WINDR2' 'D ' -0.087 -0.087 0.00 0.000 1.082 Page 4 G4"" RFDES-1.OUT 5 2 ' ' 'D ' -1.125 -1.125 0.33 0.000 21.082 6 3 ' ° 'D ' -1.125 -1.125 -0.33 0.000 21.082 *(31)FLOOR BEAMS: * Bay No. Beam Beam Con_Type Con_Loc Beam Properties •• Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 *(32)CABLES: * Bay No. Cable Cable Cable Cable •• Id Cable Id Level Type Area 1 0 *(33)CRANE BRACKET: 'Crane Bayld Crane Crane ----Beam---- ----Offset---- Bracket Col_Sup Load *No Id Lt Rt Type Height Depth width Left Right Type Opt select Lt Rt (k ) 0 *(34)FRAME LINES: * No *Line Frame_Line_id 3 2 3 4 *(35)DESIGN PLATES: *No. ---Plate-- --Plate_Size- Bolt Bolt ---Top---- -Bottom-- *Plt Type Id Width Thick Dia Gage Row Space Row Space 0 *(36)SPECIAL FAB DATA • No. Piece Piece Piece Id Key 0 *(37)ENDWALL COLUMNS: wall Expand_EW No. Column Column * Id use Offset Column Locate Offset 1 'N ' 16.000 0 3 'Y ' 16.000 2 11.0000 8.000 29.0000 8.000 * Code file used was RF_IBC.03 Version 1.0 *DS_RFDEP.Si z *Surface Span --Required- selected * Id Id Type Span Type Span #Depth #Splice • 1 1 w 16.0 No record selected * 2 1 C 20.0 C 20.0 0 0 3 1 C 20.0 C 20.0 0 0 * 4 1 w 16.0 No record selected Barbone-M Rigid Frame Design Code 9/20/07 8:41am STRUCTURAL CODE: Design Basis : WS Page 5 )713 RFDES-l.OUT Hot Rolled Steel : AISc89 Cold Formed Steel : AISI96 BUILDING CODE: Wind code : IBC Year : 03 seismic zone : c MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed steel : 29500 (ksi ) Barbone-M Base Plate and Anchor Bolt Design 9/20/07 8:41am BASE PLATE & BOLT SIZE: --Column_Base-- --Plate_Size(in)-- --Bolts(A307 )- Loc. Typ Depth Width Length Thick Row Diam Gage Left P 10.6 8.0 11.00 0.500 2 0.750 4.00 Right P 10.6 8.0 11.00 0.500 2 0.750 4.00 BASE REACTIONS: Column -Max_Comp- -Max_Tens- -Max_Shear -weak_Axis-- Loc. Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Tens Moment Left 23 29.8 6 -6.4 1 9.6 0.0 0.0 Right 22 29.8 7 -6.4 20 10.2 0.0 0.0 WELDS: Outside_Flange_To_Base Inside_Flange_To_Base Web_To_Base Base Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow Left 0.188 Fl 0.64 2.78 0.188 F2 0.32 2.78 0.188 F1 0.96 2.78 Right 0.188 Fl 0.64 2.78 0.188 F2 0.32 2.78 0.188 Fl 1.02 2.78 Barbone-M Bolted-End-Plate Design 9/20/07 8:41am splice Member web -splice(in)- Ten ---Load(k ,f-k )-- ----Bolts(A325 ) Id Typ Loc. Depth width Thick Loc Id Axl shr Mom Row Diam Space Gage --- -- --- --- ---- 1 VEE 1- 2 20.00 6.0 0.625 Top 1 10 24 112 2 0.750 3.50 2.75 Bot 6 -2 -6 37 2 0.750 3.50 2.75 2 -EE 2- 3 12.65 6.0 0.625 Top 9 -1 1 4 2 0.750 3.50 2.75 Bot 1 10 -1 42 2 0.750 3.50 2.75 3 VEE 3- 4 20.00 6.0 0.625 Top 1 10 -24 112 2 0.750 3.50 2.75 Bot 7 -2 6 37 2 0.750 3.50 2.75 WELDS: Page 6 I/171 RFDES-1.oUT outside_Flange_To_Bep inside_Flange_To_Bep web_To_Bep splice shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow 1 L 0.313 F2 4.11 4.64 0.188 F2 1.78 2.78 0.188 Fl 1.20 2.78 1 R 0.313 F2 4.25 4.64 0.188 F2 1.78 2.78 0.188 Fl 1.20 2.78 2 L 0.188 F2 0.35 2.78 0.250 F2 3.12 3.71 0.188 Fl 0.06 2.78 2 R 0.188 F2 0.35 2.78 0.250 F2 3.12 3.71 0.188 Fl 0.06 2.78 3 L 0.313 F2 4.25 4.64 0.188 F2 1.78 2.78 0.188 FI 1.20 2.78 3 R 0.313 F2 4.11 4.64 0.188 F2 1.78 2.78 0.188 Fl 1.20 2.78 Barbone-M stiffener Report 9/20/07 8:41am Stiffener Yield = 55.0 (ksi ) STIFFENER SIZE: ----stiffener--- --Web(in)-- -Stiffener_size(in)- Location No. Depth Thick Width Thick Length Left Col 1 24.00 0.134 2.50 0.313 24.00 Right Col 1 24.00 0.134 2.50 0.313 24.00 STIFFENER DESIGN: Stiffener ---Tension(k )---- -compression(k )-- Max Location Load calc Allow Load calc Allow UC Left col 6 18.8 51.6 1 58.4 64.0 0.91 Right col 7 18.8 51.6 1 58.4 64.0 0.91 WELDS: ---Stiff To_Flg/EP--- Stiff_To_Web---- stiffener Shear(k/in ) shear(k/in ) Location Size Typ Calc Allow Size Typ calc Allow Left Col 0.313 Fl 3.77 4.64 0.125 Fl 1.22 1.86 Right Col 0.313 Fl 3.77 4.64 0.125 Fl 1.22 1.86 Barbone-M Flange Brace Report 9/20/07 8:41am Flange Brace Yield= 50.0 ksi Girt/Purlin Yield= 57.0 ksi Flange Brace Bolt = 0.500 (A307 ) surf No web Brace Calc --Brace_UC-- Conn Id Brace Loc Side Part Depth Dist Force Comp Tens UC Page 7 RFDES-1.OUT 1 2 2 1 L2X15X12 17.22 28.00 0.93 0.53 0.22 0.42 3 1 L2X15X12 21.16 28.00 1.21 0.71 0.29 0.55 2 3 1 1 L2X15X12 19.13 28.00 1.04 0.60 0.25 0.47 3 1 L2X15X12 15.64 28.00 0.33 0.18 0.08 0.15 5 1 L2X15X12 12.16 28.00 0.08 0.04 0.02 0.04 3 3 1 1 L2X15X12 12.16 28.00 0.08 0.04 0.02 0.04 3 1 L2X15X12 15.64 28.00 0.33 0.18 0.08 0.15 5 1 L2X15X12 19.13 28.00 1.04 0.60 0.25 0.47 4 2 2 1 L2X15X12 17.22 28.00 0.93 0.53 0.22 0.42 3 1 L2X15X12 21.16 28.00 1.21 0.71 0.29 0.55 Barbone-M weld Report: Web To Flange 9/20/07 8:41am --cal c_Max_Weld_Shear-- weld_Provided Member Segment Section Load Shear Size Shear No. Id Id Id Id (k/in ) (in) (k/in ) Type side 1 1 1 1 0.77 0.188 2.78 F 1 2 2 8 23 0.86 0.188 2.78 F 1 2 3 18 23 0.76 0.188 2.78 F 1 3 4 19 22 0.76 0.188 2.78 F 1 3 5 29 22 0.86 0.188 2.78 F 1 4 6 36 1 0.77 0.188 2.78 F 1 Barbone-M Special Segment Report 9/20/07 8:41am FLANGE PLATE:(a) --Initial-- -Required-- Width Thick Width Thick Locate (in) (in) (in) (in) Lt col 5.0 0.250 6.0 0.250 Rt Col 5.0 0.250 6.0 0.250 (a)DS_BuILD(frame37)=3 . . see help. Barbone-M Design Summary Report 9/20/07 8:41am FRAME: Id = 1 Type = RF Line Id= 2 3 4 MEMBERS: Mem Segl Flange Iweb_Depthl Plate_Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len widlstrt End{ web 0-fig I-flglid Ld Ucvlid Ld ucolid Ld uci 1 1 15.3 5.0 10.0 24.0 0.134 0.250 0.375 7 1 1.00 7 1 0.73 7 1 0.98 2 2 8.8 5.0 20.0 16.2 0.188 0.250 0.375 8 23 0.80 8 1 0.85 8 1 0.95 2 3 10.0 5.0 16.2 12.0 0.134 0.375 0.250 13 1 0.71 15 23 0.83 16 23 0.85 Page 8 6)d RFDES-1.OUT 3 4 10.0 5.0 12.0 16.2 0.134 0.375 0.250 24 1 0.71 22 22 0.83 21 22 0.85 3 5 8.8 5.0 16.2 20.0 0.188 0.250 0.375 29 22 0.80 29 1 0.85 29 1 0.95 4 6 15.3 5.0 24.0 10.0 0.134 0.250 0.375 30 1 1.00 30 1 0.73. 30 1 0.98 LOAD COMBINATIONS: 1 - DL+CL+SL 22 - DL+CL+AUX1 23 - DL+CL+AUX2 WEIGHTS: Member 1 2 3 4 ---- ---- ---- ---- Weight (lb) 289 363 363 289 Total weight (lb) Frame Members = 1305 Interior Col . = 0 Conn. Plates = 155 Base Plates = 25 Trans Stiff = 0 1485 REACTIONS: (Sidewall Columns) Load Left_Column Right_Column Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) 1 9.58 26.71 0.00 0.00 -9.58 26.71 0.00 0.00 2 4.05 14.87 0.00 0.00 -8.31 17.13 0.00 0.00 3 8.31 17.13 0.00 0.00 -4.05 14.87 0.00 0.00 4 3.77 17.00 0.00 0.00 -8.03 19.26 0.00 0.00 5 8.03 19.26 0.00 0.00 -3.77 17.00 0.00 0.00 6 -4.04 -6.42 0.00 0.00 -1.64 -3.41 0.00 0.00 7 1.64 -3.41 0.00 0.00 4.04 -6.42 0.00 0.00 8 -4.42 -3.59 0.00 0.00 -1.27 -0.58 0.00 0.00 9 1.27 -0.58 0.00 0.00 4.42 -3.59 0.00 0.00 10 1.05 -5.50 1.24 0.00 -0.21 -5.71 2.49 0.00 11 1.08 -4.10 0.00 0.00 -0.24 -2.96 0.00 0.00 12 0.21 -5.02 1.24 0.00 -1.05 -6.19 2.49 0.00 13 0.24 -3.63 0.00 0.00 -1.08 -3.44 0.00 0.00 14 -0.59 0.38 0.00 0.00 -1.27 1.84 0.00 0.00 15 1.27 1.84 0.00 0.00 0.59 0.38 0.00 0.00 16 0.31 -1.63 4.78 0.00 -0.31 -4.27 9.56 0.00 17 0.47 3.80 0.00 0.00 -0.47 6.36 0.00 0.00 18 0.93 4.78 0.00 0.00 -2.88 6.31 0.00 0.00 19 2.88 6.31 0.00 0.00 -0.93 4.78 0.00 0.00 20 1.88 2.67 5.02 0.00 -1.88 -0.10 10.04 0.00 21 2.04 8.37 0.00 0.00 -2.04 11.05 0.00 0.00 22 7.36 11.03 0.00 0.00 -7.24 29.85 0.00 0.00 23 7.24 29.85 0.00 0.00 -7.36 11.03 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top of Col vert Defl Id Left Right @ Midspan 1 -0.54 0.54 -1.56 Page 9 7 RFDES-1.OUT 2 0.07 0.76 -0.98 3 -0.76 -0.07 -0.98 4 0.06 0.77 -1.03 5 -0.77 -0.06 -1.03 6 0.63 0.48 0.22 7 -0.48 -0.63 0.22 8 0.61 0.50 0.16 9 -0.50 -0.61 0.16 10 -0.20 -0.25 0.10 11 -0.20 -0.25 0.10 12 0.25 0.20 0.10 13 0.24 0.19 0.10 14 0.33 0.36 -0.05 15 -0.36 -0.33 -0.05 16 -0.02 0.02 -0.05 17 -0.04 0.00 -0.05 18 0.26 0.47 -0.31 19 -0.47 -0.26 -0.31 20 -0.11 0.11 -0.30 21 -0.12 0.08 -0.31 22 -1.32 -0.50 -1.19 23 0.50 1.32 -1.19 DEFLECTIONS RATIO: Lateral Defl Load @ Top of Col vert Defl Id Left Right @ Midspan 1 340 340 308 2 2570 242 487 3 242 2570 487 4 3110 238 466 5 238 3110 466 6 292 382 2159 7 382 292 2159 8 300 370 2958 9 369 300 2958 10 938 743 5035 11 918 726 5001 12 743 938 5035 13 756 966 5001 14 560 503 8865 15 503 560 8865 16 10630 10630 9604 17 5242 59456 9301 18 715 390 1555 19 390 715 1555 20 1742 1742 1577 21 1481 2187 1569 22 138 366 404 23 366 138 404 MAX DEFLECTION: Type Deflect Span/Deflect Limit Live vertical -1.47 326. 180. Horizontal Drift 1.32 139. 60. ENDWALL VERTICAL DEFLECTION: Column vertical_up vertical_Down Page 10 • )46 RFDEs-1.OUT Location Load Deflect Load Deflect 11.00 7 0.24 23 1.17 29.00 6 0.23 22 1.07 Barbone-M Rigid Frame Clearances 9/20/07 8:41am VERTICAL CLEARANCE: Location Span X_coord Y_Coord Left_Col 14'02-05" 2'08-15" 14'02-05" Right_Col 14'02-05" 37'03-01" 14'02-05" Midspan 20'07-14" 20'00-00" 20'07-14" HORIZONTAL CLEARANCE: Location Span x_Coordl X_Coord2 Left_Col - Right_Col 34'06-04" 2'08-14" 37'03-02" Barbone-M Rigid Frame Design Warnings 9/20/07 8:41am . . No Warnings Page 11 I/67 ROOFDES.OUT *Barbone-M Roof Design Input 9/20/07 8:41am *( 1)JOBID: 'Barbone-M' *( 2)PROGRAM OPTIONS: * Run Run Run Lap •• Purlin Panel Brace stiff 'Y° 'y° °Y' 1.00 *( 3)DESIGN CODE: *Design ---Steel_code--- ---Build--- seismic • Code cold Hot Country Code Year Zone 'WS' 'AIS196' 'AISC89' °----' 'IBC ' '03' 'C ° *( 4)DESIGN CONSTANTS: •• ---Strength_Factor--- Stress_Ratio ---Seismic--- * Purlin Panel wind_Frame wind Frame Brace 1.0000 1.00 1.00 1.000 1.000 1.000 *( 5)STEEL YIELDS: • web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 46.0 55.0 57.0 55.0 50.0 50.0 36.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: Purlin ----Extension Facia ---Panel--- Facia Wind_Frame * Live wind Total Live wind Total Girt Live wind Panel wind Seis 180.0 120.0 0.0 180.0 120.0 0.0 120.0 180.0 120.0 120.0 60.0 50.0 *( 7)REPORTS: • Input Purlin Purlin Eave Roof Cable * Echo Design Summary Strut Panel Brace °I' °Y° Tyl P ° 1 Ty' ':( 8)BUILDING TYPE: i • Build L_Expand_EW R_Expand_EW open_wall ;, Type Use offset Use offset L_EW F_SW R_EW B_SW 'FF-' 'N ' 16.000 'Y ' 16.000 'N' 'N' 'N' 'N' *( 9)SURFACE SHAPE: * No. x_coord Y_Coord * surf (ft) (ft) 4 0.0000 16.0000 20.0000 22.6667 40.0000 16.0000 40.0000 0.0000 *(10)WALL BAY SPACING: • wall sets_of Bay No. * Id Bays width Bays 1 3 11.0000 1 18.0000 1 11.0000 1 2 1 25.0000 3 3 3 11.0000 1 18.0000 1 11.0000 1 4 1 25.0000 3 5 1 25.0000 3 Page 1 5-0 ROOFDES.OUT ' (11)FRAMED OPENINGS: * wall No. Bay Open Open Open Open • Id Opens Id width Height Offset Type 12 2 1 14.0000 14.0000 8.5000 2 2 14.0000 14.0000 2.5000 2 3 1 2 18.0000 14.0000 0.0000 2 4 0 *(12)PARTIAL WALLS: * wall set_of --Bay_id-- Wall Base Full * Id Bays Start End Height Type Load Use 1 0 2 0 3 0 4 0 `(13)SURFACE EXTENSION/FRAME RECESS: s, Surf ---Surf_Ext--- Frame_Recess ----Rafter_Size * Id Left Right Left Right Left Right 2 0.0000 0.0000 0.3333 1.3333 'w8541 ' '8X35C14 ' 3 0.0000 0.0000 0.3333 1.3333 'w8541 ' '8X35C14 (14)PURLINS: • Surf Purlin OS_Flg IS_Flg Set Set_Lap Max_Unbr * Id Type Brace Brace Depth Ext Int Length 2 'ZB' 'C' 'N' 0,000 0.0000 0.0000 0.0000 3 'ZB' 'C' 'N' 0.000 0.0000 0.0000 0.0000 *(15)PURLIN SPACING: • surf Peak Max Set Set_Of -Set_Space- * Id Space Space Space Space space No. 2 1.0000 5.1000 0.0000 0 3 1.0000 5.1000 0.0000 0 *(16)PURLIN SIZE: •- surf Set No. * Id Purl Purl Purlin_Size 2 'N' 0 3 'N' 0 *(17)PANELS: * wall Roof standing Insulation * Panel Panel Seam Use Thick 'SSPAN-X6' 'SSPAN-X6' 'N' 'N' 3.000 *(18)EAVE STRUT & GIRT: *Wall Eave Girt Girt • Id Type Type size Offset Proj Gutter 2 'EO' 'ZB' '8X25Z16 ' 0.000 0.000 'N' 4 'EO' 'ZB' '8X25Z16 ' 0.000 0.000 'N' *(19)wIND FRAMING SELECTION: •• order_of_selection * wall Panel Diagonal wind wind weak_Axis * Id shear Bracing Bent Column Bending 2 ''N' ,y a 'N' 'N' 'N' 4 'N' 1 'N' 'N' 'N' 5 'N' 'V 1 �Y *(20)ROOF DIAGONAL BRACING: * Max_Pan Brace Each User_selected_Roof_Bays * shear Type EW No. Bay_Id Page 2 51 ROOFDES.OUT 75.0 'CR' 'L° 0 0 *(21)ROOF BRACING ATTACHMENT: `Wall No. • Id Attach Attach_Location 1 5 0.0000 11.0000 20.0000 29.0000 40.0000 3 5 0.0000 11.0000 20.0000 29.0000 40.0000 *(22)SIDEWALL DIAGONAL BRACING: * wall Max_Pan Brace user_Selected_sw_Bays • Id Shear Type No. Bay_Id 2 75.0 'C' 1 3 4 75.0 'C' 1 2 *(23)WIND BENTS: _ *Wall Member Column Rafter No. • Id Type Depth Size Depth Size Bays Bay_Id 2 'R' 0.00 ' ' 0.00 ' ' 0 4 'R' 0.00 ' ' 0.00 ' 0 `(24)WIND COLUMNS: * wall Member column No. Left/ * Id Type Depth size Col Bay_Id Right 2 'R' 0.00 ' 0 4 'R' 0.00 ' ' 0 *(25)WALL BRACING ATTACHMENT *Wall No. Attach --Bay_id-- No. ----Level---- * Id Attach Id Start End Connect option Level Height Strut 2 1 1 1 3 'F' 0 1 16.0000 'E' 4 1 2 1 3 'F' 0 1 16.0000 'E' *(26)INTERIOR BRACING *No Attach Brace user_selected_int_Bays *Brace offset Type No. Bay_Id 0 *(27)INTERIOR BRACING ATTACHMENT • No. Attach --Bay_Id-- No. • Attach offset start End Level Level_Height 0 *(28)EAVE EXTENSIONS SIZE: *wall No. Ext --Bay_Id-- ---Extension_size--- Edge_Extend Eave *Id Extend Id start End Height width slope Left Right Type 2 0 4 0 *(29)EAVE EXTENSIONS PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(30)CANOPY SIZE: *Wall No. Ext --Bay_Id-- ---Extension_size--- Edge_Extend Eave *Id Extend Id start End Height width slope Left Right Type 1 0 2 0 3 0 4 0 *(31)CANOPY PURLINS: *Ext Purlin OS_Flg is_Fig Set Set_Lap Max_UnBr Peak Max Set Page 3 501 ROOFDES.OUT id Type Brace Brace Depth Ext Int Length Space Space Space '`(32)CANOPY PANELS, GUTTER & DOWNSPOUT: `Ext Panel Standing Gutter Downspout *Id Size Seam Use Color No. Color '(33)FACIA/PARAPET LAYOUT: 'Wall No. Ext --Bay_Id-- Edge_Extend Eave Use *Id Extend Id Type Start End Left Right Mount Type Gutter 1 0 2 0 3 0 4 0 *(34)FACIA/PARAPET SIZE: *Ext ----Extension_Size Facia Arm Back Facia *id Height Width Slope Elev Height Slope Slope Slope Project *(35)FACIA/PARAPET PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(36)FACIA/PARAPET PANELS: *Ext ---Roof_Panel-- ----soffi.t_Panel--- -Front_Panel-- ----Back_Panel *Id Size SSeam Size Rot Space Size SSeam Size Rot.Space *(37)EXTENSION BRACING: *Ext Max_Pan Brace User_Selected_Bays *Id Shear Type No. Bay_Id *(38)wALL BASE ELEVATION/DEAD: *Wall Base wall Seis * Id Elev Dead Opt Open 1 0.00 2.00 'Y' 0.00 2 0.00 2.00 'Y' 0.00 3 0.00 2.00 'Y' 0.00 4 0.00 2.00 'Y' 0.00 5 0.00 4.00 'Y' 0.00 *(39)BASIC LOADS: ---Deflection--- Wind Wall Seis Dead Collat Live Snow Basic Load_Ratio Load --Friction-- Edge Ld_Rat Load Load Load Load Wind Snow wind leis Factor wind Coef Zone Factor Snow 2.0 0.0 20.0 50.0 15.7 1.00 1.00 1.00 1.00 15.7 0.0000 8.000 1.0000 0.20 *(40)wIND PRESSURE/SUCTION: * Wind wind wind * Press Suct Suct_Roof 10.0 -15.4 . . Purlins 0.0 -34.6 . . Purlins, Gable Extension 10.7 -17.0 . . Interior Roof Panels 6.3 -4.6 -10.9 . . Long Bracing, Building 9.6 -6.8 . . Long Bracing, Wall Edge zone 28.3 -17.3 12.6 . . Long Bracing, Facia/Parapet *(41)EDGE AND CORNER ZONES FOR PURLINS AND PANELS: Left_End Center Right_End *Surface ----Ratio---- ----Ratio---- ----Ratio*Id Loc width Length Purlin Panel width Purlin Panel width Length Purlin Panel 2 'L' 4.00 4.00 2.22 2.57 4.00 1.41 1.73 4.00 4.00 2.22 2.57 Page 4 5:3 ROOFDES.OUT 'C' 0.00 4.00 1.41 1.73 0.00 1.00 1.00 0.00 4.00 1.41 1.73 'R' 4.00 4.00 2.22 2.57 4.00 1.41 1.73 4.00 4.00 2.22 2.57 3 'L' 4.00 4.00 2.22 2.57 4.00 1.41 1.73 4.00 4.00 2.22 2.57 'C' 0.00 4.00 1.41 1.73 0.00 1.00 1.00 0.00 4.00 1.41 1.73 'R' 4.00 4.00 2.22 2.57 4.00 1.41 1.73 4.00 4.00 2.22 2.57 *(42)EXTENSION BASIC LOADS: Purlin_Wind Panel_wind *Ext Dead Collat Live Snow Attach_Beam Facia_Beam Attach_Beam Facia_Beam *Id Load Load Load Load Press Suct Press Suct Press Suct Press Suct *(43)PURLIN DESIGN LOADS: * surf No. Load wind wind Aux_Load • Id Load Id Dead Collat Live Snow Press Suct Id Coef 2 13 1 1.00 1.00 0.00 1.50 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.75 0.75 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 1.00 0 0.00 4 1.00 1.00 0.00 0.50 0.00 0.00 3 1.00 5 1.00 1.00 0.00 0.50 0.00 0.00 4 1.00 6 1.00 1.00 0.00 0.50 0.00 0.00 1 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 2 1.00 8 1.00 1.00 0.00 1.00 0.00 0.00 1 -1.00 9 1.00 1.00 0.00 1.00 0.00 0.00 2 -1.00 10 1.00 1.00 0.00 0.00 0.00 0.00 3 0.80 11 1.00 1.00 0.00 0.00 0.00 0.00 4 0.80 12 1.00 1.00 0.00 0.00 0.00 0.00 5 0.80 13 1.00 1.00 0.00 0.00 0.00 0.00 6 0.80 3 13 1 1.00 1.00 0.00 1.50 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.75 0.75 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 1.00 0 0.00 4 1.00 1.00 0.00 0.50 0.00 0.00 3 1.00 5 1.00 1.00 0.00 0.50 0.00 0.00 4 1.00 6 1.00 1.00 0.00 0.50 0.00 0.00 1 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 2 1.00 8 1.00 1.00 0.00 1.00 0.00 0.00 1 -1.00 9 1.00 1.00 0.00 1.00 0.00 0.00 2 -1.00 10 1.00 1.00 0.00 0.00 0.00 0.00 3 0.80 11 1.00 1.00 0.00 0.00 0.00 0.00 4 0.80 12 1.00 1.00 0.00 0.00 0.00 0.00 5 0.80 13 1.00 1.00 0.00 0.00 0.00 0.00 6 0.80 *(44)PURLIN DESIGN LOADS: Deflection • Surf No. Load wind wind Aux_Load • Id Load Id Dead Collat Live Snow Press Suct Id Coef 2 0 3 0 *(45)BRACING DESIGN LOADS: Frame No. Load wind wind Aux_Load Load Id Dead Collat Live Snow Ew Roof Seis Id Coef 4 1 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 2 1.05 1.05 0.00 0.20 0.00 0.00 1.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 4 0.05 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 *(46)BRACING DESIGN LOADS: Brace No. Load wind wind Aux_Load Load Id Dead Collat Live Snow EW Roof Seis Id Coef 4 5 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 6 1.05 1.05 0.00 0.20 0.00 0.00 1.00 0 0.00 Page 5 SLI ROOFDES.OUT 7 0.60 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 8 0.05 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 *(47)EXTENSION DESIGN LOADS: No. Load Wind wind Aux_Load Load Id Dead Collat Live snow Press Suct Id Coef 0 *(48)EXTENSIoN DESIGN LOADS: Deflection •• No. Load Wind wind Aux_Load •• Load Id Dead Collat Live Snow Press Suct Id Coef 0 *(49)PANEL DESIGN LOADS: • No. Load wind wind '° Load Id Dead Collat Live Snow Press Suct 3 1 1.00 1.00 0.00 1.00 0.00 0.00 2 1.00 1.00 0.00 0.00 1.00 0.00 3 1.00 0.00 0.00 0.00 0.00 1.00 *(50)PANEL DESIGN LOADS: Deflection * No. Load wind wind * Load Id Dead Collat Live Snow Press Suct 3 4 0.00 0.00 0.00 1.00 0.00 0.00 5 0.00 0.00 0.00 0.00 1.00 0.00 6 0.00 0.00 0.00 0.00 0.00 1.00 *(51)AuxILIARY LOADS: • No. Aux AUX No._Add Add_Load * Aux Id Name combs Id Coef 6 1 ° 1 1 0.50 2 ' ` 1 3 0.50 3 ° ` 2 1 0.50 _ 2 0.50 4 ' ` 2 2 0.50 3 0.50 5 ° 2 1 0.50 3 0.50 6 ` 1 2 0.50 *(52)ADDITIONAL LOADS: .; No. Add surf Basic Load Fy Dx . . Conc *Add Id Id Load Type W1 w2 Dx1 Dx2 . . Dist 3 1 0 ' 'D ' -50.0 -50.0 0.00 25.00 2 0 ' 'D ` -50.0 -50.0 25.00 50.00 3 0 ' °D ' -50.0 -50.0 50.00 75.00 *(53)PURLIN LAPS: *Surf Data Set_1 set_2 Set_3 * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 3 '-' 0 *(54)PURLIN LAPS: Extensions *Ext Data Set_1 Set_2 Set_3 • Id opt sets Left Right Quan Left Right Quan Left Right Quan *(55)PURLIN STRAPS: Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- * Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '0' 0 *(56)PURLIN STRAPS: Extensions Page 6 ROOFDES.OUT *Ext Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- * Id Opt Sets Strap Quan Strap Quan strap Quan Strap Quan *(57)PANEL SCREWS: * No. Screw Washer Screw Screw *Zone Zone Part Dia Dia space strength 0 ;; Code file used was ROOFIBC.03 version 1.0 Barbone-M Roof Design Code 9/20/07 8:41am STRUCTURAL CODE: Design Basis : ws Hot Rolled Steel : A1SC89 Cold Formed Steel : AIS196 BUILDING CODE: wind Code : IBC Year : 03 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) Barbone-M Purlin Layout Report (Surface 2) 9/20/07 8:41am SURFACE LAYOUT: Surface No. Peak Id Length Row Space 2 21.082 5 1.000 PURLIN LOCATION: Purlin Surf Load Dead Edge Show Id offset space width Load Wind Report 1 4.016 4.016 4.016 1.65 Y Y 2 8.033 4.016 4.016 1.65 3 12.049 4.016 4.016 1.65 Y 4 16.065 4.016 4.016 1.65 Y Y 5 20.082 4.016 3.008 2.20 Y 21.082 1.000 PURLIN LAYOUT: Bay Span Purlin span ---Lap(ft)-- No. unit Total Id id Size (ft) Left Right Brace weight Weight 1 10X25Z12 0.33 0 1.9 9.5 1 2 10X25Z12 24.67 3.00 0 158.0 789.9 Page 7 ROOFDES.OUT 2 3 10x25z12 25.00 3.00 3.00 0 177.0 885.0 3 4 10x25z12 23.67 3.00 0 152.3 761.3 5 10x25z12 1.33 0 7.6 38.1 Total (lb)= 496.8 2483.8 SPECIAL LOADS: Load_Location Start End Load_Type 0.000 4.000 Edge zone wind 17.082 21.082 Edge zone wind Barbone-M Purlin Design Report (Surface 2) 9/20/07 8:41am ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 4.00) PURLIN LAYOUT: (Purlin Id= 1) Bay Span Purlin span ---Lap(ft)-- Load No. Id Id Size (ft) Left Right width Brace 1 10x25z12 0.33 4.02 0 1 2 10X25Z12 24.67 3.00 4.02 0 2 3 10x25Z12 25.00 3.00 3.00 4.02 0 3 4 10x25z12 23.67 3.00 4.02 0 5 10x25z12 1.33 4.02 0 LOAD COMBINATION # 1 : DL+CL+1.5SL PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left Midspan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap sup 1 0.00 -0.09 0.00 0.00 0.00 0.02 2 2.65 -3.39 -4.23 0.02 -12.58 9.51 8.03 19.45 3 3.55 2.71 -2.59 -3.42 19.45 10.07 -3.10 12.72 8.91 17.92 4 4.05 3.21 -2.55 17.92 7.04 -11.43 14.51 0.25 5 0.37 0.00 0.25 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.09 10.50 0.01 RS 0.02 13.09 0.00 LS 0.00 0.08 Page 8 5- 7 ROOFDES.OLIT 2 RL -3.39 10.50 0.32 MS -12.58 13.09 0.96 RS 0.59 -1.53 1.64 3 LL 2.71 10.50 0.26 LL 10.07 12.84 0.78 LL 0.66 0.04 1.67 4 LL 3.21 10.50 0.31 MS -11.43 13.09 0.87 LS 0.51 -1.28 1.58 5 LS 0.37 10.50 0.04 Ls 0.25 13.09 0.02 Ls 0.00 0.27 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.62 0.73 3 1.62 1.49 0.73 0.68 4 1.49 0,68 LOAD COMBINATION # 2 : DL+CL+0.755L+0.75WP PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 1.65 -2.11 -2.63 • 0.01 -7.82 9.51 4.99 12.09 3 2.20 1.68 -1.61 -2.13 12.09 6.26 -1.93 12.72 5.54 11.14 4 2.51 2.00 -1.59 11.14 4.38 -7.11 14.51 0.15 5 0.23 0.00 0.15 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+5hr Deflection(in) Id Loc calc Allow uC Loc Calc Allow uC Loc UC Calc Allow 1 RS -0.06 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.11 10.50 0.20 MS -7.82 13.09 0.60 RS 0.23 -0.93 2.47 3 LL 1.68 10.50 0.16 LL 6.26 12.84 0.49 LL 0.25 0.02 2.50 4 LL 2.00 10.50 0.19 MS -7.11 13.09 0.54 LS 0.20 -0.78 2.37 5 LS 0.23 10.50 0.02 LS 0.15 13.09 0.01 LS 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 1.01 0.46 3 1.01 0.93 0.46 0.42 4 0.93 0.42 LOAD COMBINATION # 3 : 0.6DL+WS Page 9 515 ROOFDES.OUT PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.02 0.00 0.00 0.00 0.00 2 -0.80 0.87 1.08 0.00 3.27 10.53 -2.04 -4.95 3 -0.89 -0.68 0.65 0.86 -4.95 -2.59 0.71 12.72 -2.30 -4.56 4 -1.03 -0.82 0.78 -4.56 -1.79 2.98 13.50 -0.06 5 -0.09 0.00 -0.06 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC talc Allow 1 RS 0.02 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.02 2 RL 0.87 10.50 0.08 MS 3.27 9.16 0.36 RS 0.04 0.44 2.47 3 LL -0.68 10.50 0.06 LL -2.59 13.09 0.20 LL 0.04 -0.02 2.50 4 LL -0.82 10.50 0.08 MS 2.98 9.16 0.33 LS 0.03 0.37 2.37 5 LS -0.09 10.50 0.01 LS -0.06 13.09 0.00 LS 0.00 -0.08 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.41 0.19 3 0.41 0.38 0.19 0.17 4 0.38 0.17 LOAD COMBINATION # 4 : DL+CL+SL/2+AUX3 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.84 -2.46 -3.06 0.01 -8.49 9.26 6.79 15.07 3 2.74 2.15 -1.62 -2.22 15.07 7.73 -3.89 13.82 2.74 8.50 4 1.51 1.22 -0.80 8.50 4.40 -3.21 15.46 0.09 5 0.13 0.00 0.09 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc talc Allow UC Loc UC Calc Allow 1 RS -0.07 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 Page 10 ROOFDES.OUT 2 RL -2.46 10.50 0.23 MS -8.49 13.09 0.65 RS 0.35 -0.96 1.64 3 LL 2.15 10.50 0.20 LL 7.73 13.09 0.59 LL 0.39 -0.27 1.67 4 LL 1.22 10. 50 0.12 LL 4.40 13.09 0.34 LL 0.13 -0.23 1.58 5 Ls 0.13 10.50 0.01 Ls 0.09 13.09 0.01 LS 0.00 0.06 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.26 0.57 3 1.26 0.71 0.57 0.32 4 0.71 0.32 LOAD COMBINATION # 5 : DL+CL+SL/2+AUX4 PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.84 - -1.28 -1.58 0.01 -3.60 8.57 4.80 9.09 3 2.28 1.68 -2.09 -2.68 9.09 3.15 -3.98 11.48 7.00 14.16 4 2.94 2.34 -1.76 14.16 6.24 -7.60 14.81 0.18 5 0.26 0.00 0.18 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc UC calc Allow 1 RS -0.03 10.50 0.00 RS 0.01 13.09 0.00 LS 0.00 0.02 2 RL -1.28 10.50 0.12 RL 4.80 13.09 0.37 RL 0.15 -0.30 1.64 3 RL -2.09 10.50 0.20 RS 7.08 13.09 0.54 RL 0.33 -0.30 1.67 4 LL 2.34 10.50 0.22 MS -7.60 13.09 0.58 Ls 0.31 -0.78 1.58 5 LS 0.26 10.50 0.03 LS 0.18 13.09 0.01 LS 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_shear(k ) Shear_Ratio Id Left Right Left Right 2 0.76 0.34 3 0.76 1.18 0.34 0.53 4 1.18 0.53 LOAD COMBINATION # 6 : DL+CL+SL/2+AUX1 Page 11 Z6 ROOFDES.OUT PURLIN ANALYSIS: shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.98 -2.32 -2.92 0.01 -9.85 9.97 3.73 11.59 3 1.49 1.20 -0.66 -0.96 11.59 7.55 0.22 15.23 2.47 4.90 4 1.36 1.07 -0.96 4.90 1.25 -4.58 13.91 0.09 5 0.13 0.00 0.09 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc calc Allow UC Loc UC Calc Allow 1 RS -0.07 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.06 2 RL -2.32 10.50 0.22 MS -9.85 13.09 0.75 RS 0.22 -1.29 1.64 3 LL 1.20 10.50 0.11 LL 7.55 9.16 0.82 LL 0.35 0.34 1.67 4 LL 1.07 10.50 0.10 MS -4.58 13.09 0.35 LS 0.04 -0.55 1.58 5 LS 0.13 10.50 0.01 LS 0.09 13.09 0.01 LS 0.00 0.11 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.97 0.44 3 0.97 0.41 0.44 0.18 4 0.41 0.18 LOAD COMBINATION # 7 : DL+CL+SL/2+AUX2 PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.98 -1.14 -1.44 0.01 -4.91 10.01 1.74 5.61 3 1.03 0.73 -1.13 -1.42 5.61 2.97 0.23 10.48 6.73 10.56 4 2.79 2.19 -1.91 10.56 3.09 -9.01 14.04 0.18 5 0.26 0.00 0.18 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow uc Loc talc Allow UC Loc UC calc Allow 1 RS -0.03 10.50 0.00 RS 0.01 13.09 0.00 LS 0.00 0.03 Page 12 6 ROOFDES.OUT 2 RL -1.14 10.50 0.11 MS -4.91 13.09 0.38 RS 0.05 -0.63 1.64 3 RL -1.13 10.50 0.11 RL 6.73 9.16 0.73 RL 0.28 0.31 1.67 4 LL 2.19 10.50 0.21 NS -9.01 13.09 0.69 LS 0.18 -1.09 1.58 5 LS 0.26 10.50 0.03 LS 0.18 13.09 0.01 Ls 0.00 0.22 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.47 0.21 3 0.47 0.88 0.21 0.40 4 0.88 0.40 LOAD COMBINATION # 8 : DL+CL+SL-1.0AUX1 PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.74 -1.16 -1.42 0.00 -3.15 8.47 4.51 8.39 3 2.15 1.58 -1.99 -2.56 8.39 2.79 -3.87 11.41 6.68 13.51 4 2.79 2.23 -1.67 13.51 5.98 -7.19 14.83 0.17 5 0.25 0.00 0.17 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow uc Loc calc Allow uC Loc uC calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 Ls 0.00 0.02 2 RL -1.16 10.50 0.11 RL 4.51 13.00 0.35 RL 0.13 -0.24 1.64 3 RL -1.99 10.50 0.19 RS 6.76 13.09 0.52 RL 0.30 -0.30 1.67 . 4 LL 2.23 10. 50 0.21 MS -7.19 13.09 0.55 Ls 0.28 -0.73 1.58 5 LS 0.25 10.50 0.02 LS 0.17 13.09 0.01 LS 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_shear(k ) Shear_Ratio Id Left Right Left Right 2 0.70 0.32 3 0.70 1.13 0.32 0.51 4 1.13 0.51 LOAD COMBINATION # 9 : DL+CL+SL-1.OAUX2 Page 13 51)- ROOFDES.OUT PURLIN ANALYSIS: Shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 1.74 -2.34 -2.91 0.01 -8.04 9.24 6.50 14.37 3 2.62 2.05 -1.53 -2.09 14.37 7.37 -3.78 13.88 2.42 7.85 4 1.37 1.11 -0.71 7.85 4.14 -2.81 15.57 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 10.50 0.01 RS 0.01 13.09 0.00 Ls 0.00 0.05 2 RL -2.34 10. 50 0.22 MS -8.04 13.09 0.61 RS 0.32 -0.90 1.64 3 LL 2.05 10.50 0.20 LL 7.37 13.09 0.56 LL 0.36 -0.27 1.67 4 LL 1.11 10.50 0.11 LL 4.14 13.09 0.32 LL 0.11 -0.19 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.05 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.20 0.54 3 1.20 0.65 0.54 0.30 4 0.65 0.30 LOAD COMBINATION #10 : DL+CL+0.8AUX3 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.80 -1.11 -1.37 0.00 -3.60 9.05 3.39 7.12 3 1.29 1.03 -0.64 -0.90 7.12 3.63 -2.40 14.71 -0.07 2.25 4 0.18 0.16 0.00 2.25 1.73 0.01 23.67 0.01 5 0.01 0.00 0.01 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc talc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 Ls 0.00 0.02 Page 14 Z,3 ROOFDES.OUT 2 RL -1.11 10.50 0.11 Ms -3.60 13.09 0.28 RL 0.08 -0.36 1.64 3 LL 1.03 10. 50 0.10 LL 3.63 13.09 0.28 LL 0.09 -0.22 1.67 4 LL 0.16 10.50 0.02 LL 1.73 9.16 0.19 LS 0.00 0.15 1.58 5 Ls 0.01 10.50 0.00 Ls 0.01 13.09 0.00 Ls 0.00 -0.02 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.59 0.27 3 0. 59 0.19 0.27 0.08 4 0.19 0.08 LOAD COMBINATION #11 : DL+CL+0.8AUX4 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 -0.17 -0.19 0.00 0.00 0.00 1.80 2.34 3 0.92 0.66 -1.01 -1.28 2.34 -0.03 -2.49 10.48 3.34 6.78 4 1.32 1.06 -0.76 6.78 3.20 -3.19 15.05 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.00 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.01 2 RL -0.17 10.50 0.02 RL 1.80 9.16 0.20 LS 0.00 0.17 1.64 3 RL -1.01 10. 50 0.10 RS 3.39 13.09 0.26 RL 0.07 -0.25 1.67 4 LL 1.06 10.50 0.10 Ls 3.39 13.09 0.26 Ls 0.07 -0.28 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 Ls 0.00 0.07 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.19 0.09 3 0.19 0.56 0.09 0.26 4 0.56 0.26 LOAD COMBINATION #12 : DL+CL+0.8AUX5 Page 15 ROOFDES.oUT PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.95 -0.96 -1.22 0.00 -5.12 10.79 0.09 3.35 3 0.12 0.10 -0.05 -0.07 3.35 3.03 2.43 15.52 2.59 2.78 4 1.15 0.89 -0.93 2.78 -0.29 -4.80 13.13 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow uC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.03 2 RL -0.96 10.50 0.09 MS -5.12 13.09 0.39 RS 0.02 -0.72 1.64 3 LL 0.10 10.50 0.01 LL 3.03 9.16 0.33 LS 0.00 0.49 1.67 4 RS -0.93 10.50 0.09 MS -4.80 13.09 0.37 LS 0.01 -0.63 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.12 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_shear(k ) Shear_Ratio Id Left Right Left Right 2 0.28 0.13 3 0.28 0.23 0.13 0.10 4 0.23 0.10 LOAD COMBINATION #13 : DL+CL+0.8AUx6 PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.04 -0.21 -0.23 0.00 0.00 0.00 2.67 3.32 3 1.10 0.83 -0.84 -1.10 3.32 0.42 -3.53 12.48 0.46 3.37 4 0.23 0.21 0.05 3.37 2.71 0.01 23.67 0.01 5 0.01 0.00 0.01 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC calc Allow 1 RS 0.00 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.01 Page 16 ROOFDES.OUT 2 RL -0.21 10.50 0.02 RL 2.67 9.16 0.29 LS 0.00 0.26 1.64 3 RL -0.84 10.50 0.08 MS -3.53 13.09 0.27 RS 0.02 -0.48 1.67 4 LL 0.21 10.50 0.02 LL 2.71 9.16 0.30 LS 0.00 0.25 1.58 5 LS 0.01 10.50 0.00 LS 0.01 13.09 0.00 LS 0.00 -0.04 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.28 0.13 3 0.28 0.28 0.13 0.13 4 0.28 0.13 Barbone-M Purlin Design Report (Surface 2) 9/20/07 8:41am ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 PURLIN LAYOUT: (Purlin id= 3) Bay Span Purlin Span ---Lap(ft)-- Load No. Id Id Size (ft) Left Right width Brace 1 10X25z12 0.33 4.02 0 1 2 10X25z12 24.67 3.00 4.02 0 2 3 10X25Z12 25.00 3.00 3.00 4.02 0 3 4 10X25z12 23.67 3.00 4.02 0 5 10x25z12 1.33 4.02 0 LOAD COMBINATION # 1 : DL+CL+1.SSL PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.09 0.00 0.00 0.00 0.02 2 2.65 -3.39 -4.23 0.02 -12.58 9.51 8.03 19.45 3 3.55 2.71 -2.59 -3.42 19.45 10.07 -3.10 12.72 8.91 17.92 4 4.05 3.21 -2.55 17.92 7.04 -11.43 14.51 0.25 5 0.37 0.00 0.25 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc talc Allow uc Loc Calc Allow UC Loc UC Calc Allow Page 17 ROOFDES.OUT 1 RS -0.09 10.50 0.01 RS 0.02 13.09 0.00 LS 0.00 0.08 2 RL -3.39 10.50 0.32 MS -12.58 13.09 0.96 RS 0.59 -1.53 1.64 3 LL 2.71 10.50 0.26 LL 10.07 12.84 0.78 LL 0.66 0.04 1.67 4 LL 3.21 10.50 0.31 MS -11.43 13.09 0.87 LS 0.51 -1.28 1.58 5 LS 0.37 10.50 0.04 LS 0.25 13.09 0.02 LS 0.00 0.27 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 1.62 0.73 3 1.62 1.49 0.73 0.68 4 1.49 0.68 LOAD COMBINATION # 2 : DL+CL+0.75SL+0.75WP PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 1.65 -2.11 -2.63 0.01 -7.82 9.51 4.99 12.09 3 2.20 1.68 -1.61 -2.13 12.09 6.26 -1.93 12.72 5.54 11.14 4 2.52 2.00 -1.59 11.14 4.38 -7.11 14.51 0.15 5 0.23 0.00 0.15 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.11 10.50 0.20 MS -7.82 13.09 0.60 RS 0.23 -0.93 2.47 3 LL 1.68 10.50 0.16 LL 6.26 12.84 0.49 LL 0.25 0.02 2.50 4 LL 2.00 10.50 0.19 MS -7.11 13.09 0.54 LS 0.20 -0.78 2.37 5 LS 0.23 10.50 0.02 LS 0.15 13.09 0.01 LS 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 1.01 0.46 3 1.01 0.93 0.46 0.42 4 0.93 0.42 LOAD COMBINATION # 3 : 0.6DL+WS Page 18 c5 ROOFDES.OUT PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom LOC Lap Sup 1 0.00 0.02 0.00 0.00 0.00 0.00 2 -0.64 0.71 0.88 0.00 2.66 10.36 -1.66 -4.04 3 -0.73 -0.56 0.53 0.70 -4.04 -2.11 0.59 12.72 -1.87 -3.73 4 -0.84 -0.67 0.62 -3.73 -1.46 2.43 13.67 -0.05 5 -0.08 0.00 -0.05 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.02 2 RL 0.71 10.50 0.07 MS 2.66 9.16 0.29 RS 0.03 0.36 2.47 3 LL -0.56 10.50 0.05 LL -2.11 13.09 0.16 LL 0.03 -0.02 2.50 4 LL -0.67 10.50 0.06 MS 2.43 9.16 0.27 Ls 0.02 0.31 2.37 5 LS -0.08 10.50 0.01 Ls -0.05 13.09 0.00 LS 0.00 -0.07 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.34 0.15 3 0.34 0.31 0.15 0.14 4 0.31 0.14 LOAD COMBINATION # 4 : DL+CL+SL/2+AUX3 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.84 -2.46 -3.06 0.01 -8.49 9.26 6.79 15.07 3 2.74 2.15 -1.62 -2.22 15.07 7.73 -3.89 13.82 2.74 8.50 4 1.51 1.22 -0.80 8.50 4.40 -3.21 15.46 0.09 5 0.13 0.00 0.09 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc talc Allow uc Loc Calc Allow UC Loc UC Calc Allow Page 19 ROOFDES.OUT 1 RS -0.07 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.46 10.50 0.23 MS -8.49 13.09 0.65 RS 0.35 -0.96 1.64 3 LL 2.15 10.50 0.20 LL 7.73 13.09 0.59 LL 0.39 -0.27 1.67 4 LL 1.22 10.50 0.12 LL 4.40 13.09 0.34 LL 0.13 -0.23 1.58 5 LS 0.13 10.50 0.01 LS 0.09 13.09 0.01 LS 0.00 0.06 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 1.26 0.57 3 1.26 0.71 0.57 0.32 4 0.71 0.32 LOAD COMBINATION # 5 : DL+CL+SL/2+AUX4 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.84 -1.28 -1.58 0.01 -3.60 8.57 4.80 9.09 3 2.28 1.68 -2.09 -2.68 9.09 3.15 -3.98 11.48 7.00 14.16 4 2.94 2.34 -1.76 14.16 6.24 -7.60 14.81 0.18 5 0.26 0.00 0.18 0.00 1.33 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.01 13.09 0.00 LS 0.00 0.02 2 RL -1.28 10.50 0.12 RL 4.80 13.09 0.37 RL 0.15 -0.30 1.64 3 RL -2.09 10.50 0.20 RS 7.08 13.09 0.54 RL 0.33 -0.30 1.67 4 LL 2.34 10.50 0.22 MS -7.60 13.09 0.58 LS 0.31 -0.78 1.58 5 Ls 0.26 10.50 0.03 LS 0.18 13.09 0.01 LS 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.76 0.34 3 0.76 1.18 0.34 0.53 4 1.18 0.53 LOAD COMBINATION # 6 : DL+CL+SL/2+AUX1 Page 20 ROOFDES.OUT PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.98 -2.32 -2.92 0.01 -9.85 9.97 3.73 11.59 3 1.49 1.20 -0.66 -0.96 11.59 7.55 0.22 15.23 2.47 4.90 4 1.36 1.07 -0.96 4.90 1.25 -4.58 13.91 0.09 5 0.13 0.00 0.09 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc UC calc Allow 1 RS -0.07 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.06 2 RL -2.32 10.50 0.22 MS -9.85 13.09 0.75 RS 0.22 -1.29 1.64 3 LL 1.20 10.50 0.11 LL 7.55 9.16 0.82 LL 0.35 0.34 1.67 4 LL 1.07 10. 50 0.10 MS -4.58 13.09 0.35 LS 0.04 -0.55 1.58 5 LS 0.13 10.50 0.01 LS 0.09 13.09 0.01 LS 0.00 0.11 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.97 0.44 3 0.97 0.41 0.44 0.18 4 0.41 0.18 LOAD COMBINATION # 7 : DL+CL+SL/2+AUX2 PURLIN ANALYSIS: shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.98 -1.14 -1.44 0.01 -4.91 10.01 1.74 5.61 3 1.03 0.73 -1.13 -1.42 5.61 2.97 0.23 10.48 6.73 10.56 4 2.79 2.19 -1.91 10.56 3.09 -9.01 14.04 0.18 5 0.26 0.00 0.18 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id ' Loc Calc Allow uC Loc Calc Allow uC Loc UC Calc Allow Page 21 7D ROOFDES.OUT 1 RS -0.03 10.50 0.00 RS 0.01 13.09 0.00 LS 0.00 0.03 2 RL -1.14 10.50 0.11 MS -4.91 13.09 0.38 RS 0.05 -0.63 1.64 3 RL -1.13 10.50 0.11 RL 6.73 9.16 0.73 RL 0.28 0.31 1.67 4 LL 2.19 10.50 0.21 MS -9.01 13.09 0.69 LS 0.18 -1.09 1.58 5 LS 0.26 10. 50 0.03 LS 0.18 13.09 0.01 LS 0.00 0.22 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.47 0.21 3 0.47 0.88 0.21 0.40 4 0.88 0.40 LOAD COMBINATION # 8 : DL+CL+SL-1.0AUX1 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.74 -1.16 -1.42 0.00 -3.15 8.47 4.51 8.39 3 2.15 1.58 -1.99 -2.56 8.39 2.79 -3.87 11.41 6.68 13.51 4 2.79 2.23 -1.67 13.51 5.98 -7.19 14.83 0.17 5 0.25 0.00 0.17 0.00 1.33 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.02 2 RL -1.16 10.50 0.11 RL 4.51 13.00 0.35 RL 0.13 -0.24 1.64 3 RL -1.99 10.50 0.19 RS 6.76 13.09 0.52 RL 0.30 -0.30 1.67 4 LL 2.23 10.50 0.21 MS -7.19 13.09 0.55 LS 0.28 -0.73 1.58 5 LS 0.25 10.50 0.02 LS 0.17 13.09 0.01 LS 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.70 0.32 3 0.70 1.13 0.32 0.51 4 1.13 0.51 LOAD COMBINATION # 9 : DL+CL+SL-1.0AUX2 Page 22 7 t ROOFDES.OUT PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 1.74 -2.34 -2.91 0.01 -8.04 9.24 6.50 14.37 3 2.62 2.05 -1.53 -2.09 14.37 7.37 -3.78 13.88 2.42 7.85 4 1.37 1.11 -0.71 7.85 4.14 -2.81 15.57 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.34 10.50 0.22 MS -8.04 13.09 0.61 RS 0.32 -0.90 1.64 3 LL 2.05 10.50 0.20 LL 7.37 13.09 0.56 LL 0.36 -0.27 1.67 4 LL 1.11 10.50 0.11 LL 4.14 13.09 0.32 LL 0.11 -0.19 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.05 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.20 0.54 3 1.20 0.65 0.54 0.30 4 0.65 0.30 LOAD COMBINATION #10 : DL+CL+0.8AUX3 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.80 -1.11 -1.37 0.00 -3.60 9.05 3.39 7.12 3 1.29 1.03 -0.64 -0.90 7.12 3.63 -2.40 14.71 -0.07 2.25 4 0.18 0.16 0.00 2.25 1.73 0.01 23.67 0.01 5 0.01 0.00 0.01 0.00 1.33 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc UC Calc Allow Page 23 ROOFDES.OUT 1 RS -0.03 10. 50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.02 2 RL -1.11 10.50 0.11 MS -3.60 13.09 0.28 RL 0.08 -0.36 1.64 3 LL 1.03 10.50 0.10 LL 3.63 13.09 0.28 LL 0.09 -0.22 1.67 4 LL 0.16 10.50 0.02 LL 1.73 9.16 0.19 LS 0.00 0.15 1.58 5 LS 0.01 10. 50 0.00 LS 0.01 13.09 0.00 LS 0.00 -0.02 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.59 0.27 3 0.59 0.19 0.27 0.08 4 0.19 0.08 LOAD COMBINATION #11 : DL+CL+0.8AUX4 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 -0.17 -0.19 0.00 0.00 0.00 1.80 2.34 3 0.92 0.66 -1.01 -1.28 2.34 -0.03 -2.49 10.48 3.34 6.78 4 1.32 1.06 -0.76 6.78 3.20 -3.19 15.05 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc talc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.00 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.01 2 RL -0.17 10.50 0.02 RL 1.80 9.16 0.20 LS 0.00 0.17 1.64 3 RL -1.01 10.50 0.10 RS 3.39 13.09 0.26 RL 0.07 -0.25 1.67 4 LL 1.06 10.50 0.10 LS 3.39 13.09 0.26 LS 0.07 -0.28 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.07 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.19 0.09 3 0.19 0. 56 0.09 0.26 4 0.56 0.26 LOAD COMBINATION #12 : DL+CL+0.8AUX5 Page 24 ROOFDES.OUT PURLIN ANALYSIS: shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.95 -0.96 -1.22 0.00 -5.12 10.79 0.09 3.35 3 0.12 0.10 -0.05 -0.07 3.35 3.03 2.43 15.52 2.59 2.78 4 1.15 0.89 -0.93 2.78 -0.29 -4.80 13.13 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow uC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.03 2 RL -0.96 10.50 0.09 MS -5.12 13.09 0.39 RS 0.02 -0.72 1.64 3 LL 0.10 10.50 0.01 LL 3.03 9.16 0.33 LS 0.00 0.49 1.67 4 RS -0.93 10.50 0.09 MS -4.80 13.09 0.37 LS 0.01 -0.63 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 Ls 0.00 0.12 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.28 0.13 3 0.28 0.23 0.13 0.10 4 0.23 0.10 LOAD COMBINATION #13 : DL+CL+0.8AUX6 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.04 -0.21 -0.23 0.00 0.00 0.00 2.67 3.32 3 1.10 0.83 -0.84 -1.10 3.32 0.42 -3.53 12.48 0.46 3.37 4 0.23 0.21 0.05 3.37 2.71 0.01 23.67 0.01 5 0.01 0.00 0.01 0.00 1.33 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow Page 25 7LJ ROOFDES.OUT 1 RS 0.00 10. 50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.01 2 RL -0.21 10.50 0.02 RL 2.67 9.16 0.29 LS 0.00 0.26 1.64 3 RL -0.84 10.50 0.08 MS -3.53 13.09 0.27 RS 0.02 -0.48 1.67 4 LL 0.21 10.50 0.02 LL 2.71 9.16 0.30 LS 0.00 0.25 1.58 5 LS 0.01 10.50 0.00 LS 0.01 13.09 0.00 LS 0.00 -0.04 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.28 0.13 3 0.28 0.28 0.13 0.13 4 0.28 0.13 Barbone-M Purlin Design Report (Surface 2) 9/20/07 8:41am ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 4.00) PURLIN LAYOUT: (Purlin Id= 4) Bay Span Purlin Span ---Lap(ft)-- Load No. id Id Size (ft) Left Right Width Brace 1 10X25Z12 0.33 4.02 0 1 2 10X25Z12 24.67 3.00 4.02 0 2 3 10X25Z12 25.00 3.00 3.00 4.02 0 3 4 10x25z12 23.67 3.00 4.02 0 5 10X25Z12 1.33 4.02 0 LOAD COMBINATION # 1 : DL+CL+1.5SL PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.09 0.00 0.00 0.00 0.02 2 2.65 -3.39 -4.23 0.02 -12.58 9.51 8.03 19.45 3 3.55 2.71 -2.59 -3.42 19.45 10.07 -3.10 12.72 8.91 17.92 4 4.05 3.21 -2.55 17.92 7.04 -11.43 14.51 0.25 5 0.37 0.00 0.25 0.00 1.33 0.00 STRENGTH/DEFLECTION: Page 26 ROOFDES.OUT span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow uC Loc UC Calc Allow 1 RS -0.09 10.50 0.01 RS 0.02 13.09 0.00 LS 0.00 0.08 2 RL -3.39 10.50 0.32 MS -12.58 13.09 0.96 RS 0.59 -1.53 1.64 3 LL 2.71 10.50 0.26 LL 10.07 12.84 0.78 LL 0.66 0.04 1.67 4 LL 3.21 10.50 0.31 MS -11.43 13.09 0.87 LS 0.51 -1.28 1.58 5 LS 0.37 10.50 0.04 LS 0.25 13.09 0.02 LS 0.00 0.27 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.62 0.73 3 1.62 1.49 0.73 0.68 4 1.49 0.68 LOAD COMBINATION # 2 : DL+CL+0.75SL+0.75wP PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 1.65 -2.11 -2.63 0.01 -7.82 9.51 4.99 12.09 3 2.20 1.68 -1.61 -2.13 12.09 6.26 -1.93 12.72 5.54 11.14 4 2.52 2.00 -1.59 11.14 4.38 -7.11 14.51 0.15 5 0.23 0.00 0.15 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc UC Calc Allow 1 Rs -0.06 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.11 10.50 0.20 MS -7.82 13.09 0.60 RS 0.23 -0.93 2.47 3 LL 1.68 10.50 0.16 LL 6.26 12.84 0.49 LL 0.25 0.02 2.50 4 LL 2.00 10.50 0.19 MS -7.11 13.09 0.54 LS 0.20 -0.78 2.37 5 LS 0.23 10.50 0.02 LS 0.15 13.09 0.01 LS 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.01 0.46 3 1.01 0.93 0.46 0.42 4 0.93 0.42 Page 27 76 ROOFDES.OUT LOAD COMBINATION # 3 : 0.6DL+wS PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.02 0.00 0.00 0.00 0.00 2 -0.80 0.87 1.08 0.00 3.27 10.53 -2.04 -4.95 3 -0.89 -0.68 0.65 0.86 -4.95 -2.59 0.71 12.72 -2.30 -4.56 4 -1.03 -0.82 0.78 -4.56 -1.79 2.98 13.50 -0.06 5 -0.09 0.00 -0.06 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow Uc Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.02 2 RL 0.87 10.50 0.08 MS 3.27 9.16 0.36 RS 0.04 0.44 2.47 3 LL -0.68 10.50 0.06 LL -2.59 13.09 0.20 LL 0.04 -0.02 2.50 4 LL -0.82 10.50 0.08 MS 2.98 9.16 0.33 LS 0.03 0.37 2.37 5 LS -0.09 10.50 0.01 LS -0.06 13.09 0.00 LS 0.00 -0.08 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right • 2 0.41 0.19 3 0.41 0.38 0.19 0.17 4 0.38 0.17 LOAD COMBINATION # 4 : DL+CL+SL/2+AUX3 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.84 -2.46 -3.06 0.01 -8.49 9.26 6.79 15.07 3 2.74 2.15 -1.62 -2.22 15.07 7.73 -3.89 13.82 2.74 8.50 4 1.51 1.22 -0.80 8.50 4.40 -3.21 15.46 0.09 5 0.13 0.00 0.09 0.00 1.33 0.00 STRENGTH/DEFLECTION: Page 28 7 ROOFDES.OUT span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uC Loc UC Calc Allow 1 Rs -0.07 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.46 10.50 0.23 Ms -8.49 13.09 0.65 RS 0.35 -0.96 1.64 3 LL 2.15 10.50 0.20 LL 7.73 13.09 0.59 LL 0.39 -0.27 1.67 4 LL 1.22 10.50 0.12 LL 4.40 13.09 0.34 LL 0.13 -0.23 1.58 5 LS 0.13 10. 50 0.01 LS 0.09 13.09 0.01 LS 0.00 0.06 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_shear(k ) Shear_Ratio Id Left Right Left Right 2 1.26 0.57 3 1.26 0.71 0.57 0.32 4 0.71 0.32 LOAD COMBINATION # 5 : DL+CL+SL/2+AUX4 PURLIN ANALYSIS: shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.84 -1.28 -1.58 0.01 -3.60 8.57 4.80 9.09 3 2.28 1.68 -2.09 -2.68 9.09 3.15 -3.98 11.48 7.00 14.16 4 2.94 2.34 -1.76 14.16 6.24 -7.60 14.81 0.18 5 0.26 0.00 0.18 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.01 13.09 0.00 LS 0.00 0.02 2 RL -1.28 10.50 0.12 RL 4.80 13.09 0.37 RL 0.15 -0.30 1.64 3 RL -2.09 10.50 0.20 RS 7.08 13.09 0.54 RL 0.33 -0.30 1.67 4 LL 2.34 10.50 0.22 MS -7.60 13.09 0.58 LS 0.31 -0.78 1.58 5 LS 0.26 10.50 0.03 LS 0.18 13.09 0.01 LS 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.76 0.34 3 0.76 1.18 0.34 0. 53 4 1.18 0.53 Page 29 ROOFDES.OUT LOAD COMBINATION # 6 : DL+CL+SL/2+AUX1 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.98 -2.32 -2.92 0.01 -9.85 9.97 3.73 11.59 3 1.49 1.20 -0.66 -0.96 11.59 7.55 0.22 15.23 2.47 4.90 4 1.36 1.07 -0.96 4.90 1.25 -4.58 13.91 0.09 5 0.13 0.00 0.09 0.00 1.33 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uC Loc UC talc Allow 1 RS -0.07 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.06 2 RL -2.32 10.50 0.22 MS -9.85 13.09 0.75 RS 0.22 -1.29 1.64 3 LL 1.20 10.50 0.11 LL 7.55 9.16 0.82 LL 0.35 0.34 1.67 4 LL 1.07 10.50 0.10 MS -4.58 13.09 0.35 LS 0.04 -0.55 1.58 5 LS 0.13 10.50 0.01 LS 0.09 13.09 0.01 LS 0.00 0.11 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.97 0.44 3 0.97 0.41 0.44 0.18 4 0.41 0.18 LOAD COMBINATION # 7 : DL+CL+SL/2+AUX2 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.98 -1.14 -1.44 0.01 -4.91 10.01 1.74 5.61 3 1.03 0.73 -1.13 -1.42 5.61 2.97 0.23 10.48 6.73 10.56 4 2.79 2.19 -1.91 10.56 3.09 -9.01 14.04 0.18 5 0.26 0.00 0.18 0.00 1.33 0.00 STRENGTH/DEFLECTION: Page 30 7 41 ROOFDES.OUT Span shear(k ) Moment(f;k )---- Mom+shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.01 13109 0.00 LS 0.00 0.03 2 RL -1.14 10.50 0.11 MS -4.91 13109 0.38 RS 0.05 -0.63 1.64 3 RL -1.13 10.50 0.11 RL 6.73 9:16 0.73 RL 0.28 0.31 1.67 4 LL 2.19 10.50 0.21 MS -9.01 13.09 0.69 LS 0.18 -1.09 1.58 5 LS 0.26 10.50 0.03 LS 0.18 13.09 0.01 LS 0.00 0.22 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.47 0.21 3 0.47 0.88 0.21 0.40 4 0.88 0.40 LOAD COMBINATION # 8 : DL+CL+SL-1.0AUX1 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.74 -1.16 -1.42 0.00 -3.15 8.47 4.51 8.39 3 2.15 1.58 -1.99 -2.56 8.39 2.79 -3.87 11.41 6.68 13.51 4 2.79 2.23 -1.67 13.51 5.98 -7.19 14.83 0.17 5 0.25 0.00 0.17 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uC Calc Allow 1 RS -0.03 10,50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.02 2 RL -1.16 10.50 0.11 RL 4.51 13.00 0.35 RL 0.13 -0.24 1.64 3 RL -1.99 10.50 0.19 RS 6.76 13.09 0.52 RL 0.30 -0.30 1.67 4 LL 2.23 10.50 0.21 MS -7.19 13.09 0.55 LS 0.28 -0.73 1.58 5 LS 0.25 10.50 0.02 Ls 0.17 13.09 0.01 LS 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.70 0.32 3 0.70 1.13 0.32 0.51 4 1.13 0.51 Page 31 6)() ROOFDES.OUT LOAD COMBINATION # 9 : DL+CL+SL-1.0AUX2 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0,00 -0.06 0.00 0.00 0.00 0.01 2 1,74 -2.34 -2.91 0.01 -8.04 9.24 6.50 14.37 3 2.62 2.05 -1.53 -2.09 14.37 7.37 -3.78 13.88 2.42 7.85 4 1.37 1.11 -0.71 7.85 4.14 -2.81 15.57 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.34 10.50 0.22 MS -8.04 13.09 0.61 RS 0.32 -0.90 1.64 3 LL 2.05 10.50 0.20 LL 7.37 13.09 0.56 LL 0.36 -0.27 1.67 4 LL 1.11 10.50 0.11 LL 4.14 13.09 0.32 LL 0.11 -0.19 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.05 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.20 0.54 3 1.20 0.65 0.54 0.30 4 0.65 0.30 LOAD COMBINATION #10 : DL+CL+0.8AUX3 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.80 -1.11 -1.37 0.00 -3.60 9.05 3.39 7.12 3 1.29 1.03 -0.64 -0.90 7.12 3.63 -2.40 14.71 -0.07 2.25 4 0.18 0.16 0.00 2.25 1.73 0.01 23.67 0.01 5 0.01 0.00 0.01 0.00 1.33 0.00 STRENGTH/DEFLECTION: Page 32 g e} ROOFDES.OUT span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC LOC UC calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.02 2 RL -1.11 10. 50 0.11 MS -3.60 13.09 0.28 RL 0.08 -0.36 1.64 3 LL 1.03 10.50 0.10 LL 3.63 13.09 0.28 LL 0.09 -0.22 1.67 4 LL 0.16 10.50 0.02 LL 1.73 9.16 0.19 LS 0.00 0.15 1.58 5 LS 0.01 10.50 0.00 LS 0.01 13.09 0.00 LS 0.00 -0.02 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_shear(k ) Shear_Ratio Id Left Right Left Right 2 0.59 0.27 3 0.59 0.19 0.27 0.08 4 0.19 0.08 LOAD COMBINATION #11 : DL+CL+0.8AUX4 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 -0.17 -0.19 0.00 0.00 0.00 1.80 2.34 3 0.92 0.66 -1.01 -1.28 2.34 -0.03 -2.49 10.48 3.34 6.78 4 1.32 1.06 -0.76 6.78 3.20 -3.19 15.05 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC LOC UC Calc Allow 1 RS 0.00 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.01 2 RL -0.17 10. 50 0.02 RL 1.80 9.16 0.20 LS 0.00 0.17 1.64 3 RL -1.01 10. 50 0.10 RS 3.39 13.09 0.26 RL 0.07 -0.25 1.67 4 LL 1.06 10. 50 0.10 Ls 3.39 13.09 0.26 Ls 0.07 -0.28 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 . 0.07 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.19 0.09 3 0.19 0.56 0.09 0.26 4 0.56 0.26 Page 33 9(2- ROOFDES.OUT LOAD COMBINATION #12 : DL+CL+0,8AUX5 PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.95 -0.96 -1.22 0.00 -5.12 10.79 0.09 3.35 3 0.12 0.10 -0.05 -0.07 3.35 3.03 2.43 15.52 2.59 2.78 4 1.15 0.89 -0.93 2.78 -0.29 -4.80 13.13 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Lac Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.03 2 RL -0.96 10.50 0.09 MS -5.12 13.09 0.39 RS 0.02 -0.72 1.64 3 LL 0.10 10.50 0.01 LL 3.03 9.16 0.33 LS 0.00 0.49 1.67 4 Rs -0.93 10.50 0.09 MS -4.80 13.09 0.37 LS 0.01 -0.63 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.12 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_shear(k ) shear_Ratio Id Left Right Left Right 2 0.28 0.13 3 0.28 0.23 0.13 0.10 4 0.23 0.10 LOAD COMBINATION #13 : DL+CL+0.8AUX6 PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.04 -0.21 -0.23 0.00 0.00 0.00 2.67 3.32 3 1.10 0.83 -0.84 -1.10 3.32 0.42 -3.53 12.48 0.46 3.37 4 0.23 0.21 0.05 3.37 2.71 0.01 23.67 0.01 5 0.01 0.00 0.01 0.00 1.33 0.00 STRENGTH/DEFLECTION: Page 34 o J ROOFDES.OUT Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.00 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.01 2 RL -0.21 10.50 0.02 RL 2.67 9.16 0.29 LS 0.00 0.26 1.64 3 RL -0.84 10.50 0.08 Ms -3.53 13.09 0.27 RS 0.02 -0.48 1.67 4 LL 0.21 10.50 0.02 LL 2.71 9.16 0.30 LS 0.00 0.25 1.58 5 LS 0.01 10.50 0.00 LS 0.01 13.09 0.00 LS 0.00 -0.04 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.28 0.13 3 0.28 0.28 0.13 0.13 4 0.28 0.13 Barbone-M Purlin Layout Report (Surface 3) 9/20/07 8:41am SURFACE LAYOUT: Surface No. Peak Id Length Row space 3 21.082 5 1.000 PURLIN LOCATION: Purlin Surf Load Dead Edge Show Id Offset Space width Load wind Report 1 1.000 1.000 3.008 2.20 Y 2 5.016 4.016 4.016 1.65 Y Y 3 9.033 4.016 4.016 1.65 Y 4 13.049 4.016 4.016 1.65 5 17.065 4.016 4.016 1.65 Y Y 21.082 4.016 PURLIN LAYOUT: Bay Span Purlin Span ---Lap(ft)-- No. unit Total Id Id Size (ft) Left Right Brace weight weight 1 10x25z12 0.33 0 1.9 9.5 1 2 10X25z12 24.67 3.00 0 158.0 789.9 2 3 10x25z12 25.00 3.00 3.00 0 177.0 885.0 3 4 10x25z12 23.67 3.00 0 152.3 761.3 5 10X25z12 1.33 0 7.6 38.1 Total(lb)= 496.8 2483.8 SPECIAL LOADS: Page 35 8L1 ROOFDES.OUT Load Location Start End Load_Type 0.000 4.000 Edge zone wind 17.082 21.082 Edge zone wind Barbone-M Purlin Design Report (Surface 3) 9/20/07 8:41am ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 4.00) PURLIN LAYOUT: (Purlin id= 2) Bay span Purlin Span ---Lap(ft)-- Load No. Id Id Size (ft) Left Right width Brace 1 10x25z12 0.33 4.02 0 1 2 10x25z12 24.67 3.00 4.02 0 2 3 10x25z12 25.00 3.00 3.00 4.02 0 3 4 10x25z12 23.67 3.00 4.02 0 5 10x25z12 1.33 4.02 0 LOAD COMBINATION # 1 : DL+CL+1.5SL PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.09 0.00 0.00 0.00 0.02 2 2.65 -3.39 -4.23 0.02 -12.58 9.51 8.03 19.45 3 3.55 2.71 -2.59 -3.42 19.45 10.07 -3.10 12.72 8.91 17.92 4 4.05 3.21 -2.55 17.92 7.04 -11.43 14.51 0.25 5 0.37 0.00 0.25 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.09 10.50 0.01 RS 0.02 13.09 0.00 LS 0.00 0.08 2 RL -3.39 10.50 0.32 MS -12.58 13.09 0.96 RS 0.59 -1.53 1.64 3 LL 2.71 10. 50 0.26 LL 10.07 12.84 0.78 LL 0.66 0.04 1.67 4 LL 3.21 10.50 0.31 MS -11.43 13.09 0.87 LS 0.51 -1.28 1.58 5 LS 0.37 10.50 0.04 LS 0.25 13.09 0.02 LS 0.00 0.27 LAP BOLT SHEAR/BEARING: Page 36 85 ROOFDES.OUT Bolt = 0.500 (A307 ) span Lap shear(k ) shear_Ratio Id Left Right Left Right 2 1.62 0.73 3 1.62 1.49 0.73 0.68 4 1.49 0.68 LOAD COMBINATION # 2 : DL+CL+0.75SL+0.75WP PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 1.65 -2.11 -2.63 0.01 -7.82 9.51 4.99 12.09 3 2.20 1.68 -1.61 -2.13 12.09 6.26 -1.93 12.72 5.54 11.14 4 2.51 2.00 -1.59 11.14 4.38 -7.11 14.51 0.15 5 0.23 0.00 0.15 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.11 10.50 0.20 MS -7.82 13.09 0.60 RS 0.23 -0.93 2.47 3 LL 1.68 10.50 0.16 LL 6.26 12.84 0.49 LL 0.25 0.02 2.50 4 LL 2.00 10.50 0.19 MS -7.11 13.09 0.54 LS 0.20 -0.78 2.37 5 LS 0.23 10.50 0.02 Ls 0.15 13.09 0.01 LS 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 1.01 0.46 3 1.01 0.93 0.46 0.42 4 0.93 0.42 LOAD COMBINATION # 3 : 0.6DL+WS PURLIN ANALYSIS: shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 37 86/ ROOFDES.OUT 1 0.00 0.02 0.00 0.00 0.00 0.00 2 -0.80 0.87 1.08 0.00 3.27 10. 53 -2.04 -4.95 3 -0.89 -0.68 0.65 0.86 -4.95 -2.59 0.71 12.72 -2.30 -4.56 4 -1.03 -0.82 0.78 -4.56 -1.79 2.98 13.50 -0.06 5 -0.09 0.00 -0.06 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.02 2 RL 0.87 10.50 0.08 MS 3.27 9.16 0.36 RS 0.04 0.44 2.47 3 LL -0.68 10.50 0.06 LL -2.59 13.09 0.20 LL 0.04 -0.02 2.50 4 LL -0.82 10.50 0.08 MS 2.98 9.16 0.33 LS 0.03 0.37 2.37 5 LS -0.09 10.50 0.01 LS -0.06 13.09 0.00 LS 0.00 -0.08 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.41 0.19 3 0.41 0.38 0.19 0.17 4 0.38 0.17 LOAD COMBINATION # 4 : DL+CL+SL/2+AUX3 PURLIN ANALYSIS: shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.84 -2.46 -3.06 0.01 -8.49 9.26 6.79 15.07 3 2.74 2.15 -1.62 -2.22 15.07 7.73 -3.89 13.82 2.74 8.50 4 1.51 1.22 -0.80 8.50 4.40 -3.21 15.46 0.09 5 0.13 0.00 0.09 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.46 10.50 0.23 MS -8.49 13.09 0.65 RS 0.35 -0.96 1.64 3 LL 2.15 10.50 0.20 LL 7.73 13.09 0.59 LL 0.39 -0.27 1,67 4 LL 1.22 10.50 0.12 LL 4.40 13.09 0.34 LL 0.13 -0.23 1.58 5 LS 0.13 10.50 0.01 LS 0.09 13.09 0.01 LS 0.00 0.06 LAP BOLT SHEAR/BEARING: Page 38 8f ROOFDES.OUT Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.26 0.57 3 1.26 0.71 0.57 0.32 4 0.71 0.32 LOAD COMBINATION # 5 : DL+CL+SL/2+AUX4 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.84 -1.28 -1.58 0.01 -3.60 8.57 4.80 9.09 3 2.28 1.68 -2.09 -2.68 9.09 3.15 -3.98 11.48 7.00 14.16 4 2.94 2.34 -1.76 14.16 6.24 -7.60 14.81 0.18 5 0.26 0.00 0.18 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc talc Allow UC Loc Calc Allow UC Loc uC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.01 13.09 0.00 LS 0.00 0.02 2 RL -1.28 10. 50 0.12 RL 4.80 13.09 0.37 RL 0.15 -0.30 1.64 3 RL -2.09 10.50 0.20 RS 7.08 13.09 0.54 RL 0.33 -0.30 1.67 4 LL 2.34 10.50 0.22 MS -7.60 13.09 0.58 LS 0.31 -0.78 1.58 5 LS 0.26 10. 50 0.03 LS 0.18 13.09 0.01 LS 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.76 0.34 3 0.76 1.18 0.34 0.53 4 1.18 0. 53 LOAD COMBINATION # 6 : DL+CL+SL/2+AUX1 PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 39 ROOFDES.OUT 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.98 -2.32 -2.92 0.01 -9.85 9.97 3.73 11.59 3 1.49 1.20 -0.66 -0.96 11.59 7.55 0.22 15.23 2.47 4.90 4 1.36 1.07 -0.96 4.90 1.25 -4.58 13.91 0.09 5 0.13 0.00 0.09 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uC Calc Allow 1 RS -0.07 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.06 2 RL -2.32 10.50 0.22 MS -9.85 13.09 0.75 RS 0.22 -1.29 1.64 3 LL 1.20 10.50 0.11 LL 7.55 9.16 0.82 LL 0.35 0.34 1.67 4 LL 1.07 10.50 0.10 Ms -4.58 13.09 0.35 LS 0.04 -0.55 1.58 5 LS 0.13 10.50 0.01 LS 0.09 13.09 0.01 LS 0.00 0.11 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.97 0.44 3 0.97 0.41 0.44 0.18 4 0.41 0.18 LOAD COMBINATION # 7 : DL+CL+SL/2+AUX2 PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.98 -1.14 -1.44 0.01 -4.91 10.01 1.74 5.61 3 1.03 0.73 -1.13 -1.42 5.61 2.97 0.23 10.48 6.73 10.56 4 2.79 2.19 -1.91 10.56 3.09 -9.01 14.04 0.18 5 0.26 0.00 0.18 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.01 13.09 0.00 LS 0.00 0.03 2 RL -1.14 10.50 0.11 MS -4.91 13.09 0.38 RS 0.05 -0.63 1.64 3 RL -1.13 10.50 0.11 RL 6.73 9.16 0.73 RL 0.28 0.31 1.67 4 LL 2.19 10.50 0.21 MS -9.01 13.09 0.69 LS 0.18 -1.09 1.58 5 LS 0.26 10.50 0.03 LS 0.18 13.09 0.01 Ls 0.00 0.22 LAP BOLT SHEAR/BEARING: Page 40 ,Qg ROOFDES.OUT Bolt = 0.500 (A307 ) Span Lap_shear(k ) Shear_Ratio Id Left Right Left Right 2 0.47 0.21 3 0.47 0.88 0.21 0.40 4 0.88 0.40 LOAD COMBINATION # 8 : DL+CL+SL-1.0AUX1 PURLIN ANALYSIS: shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.74 -1.16 -1.42 0.00 -3.15 8.47 4.51 8.39 3 2.15 1.58 -1.99 -2.56 8.39 2.79 -3.87 11.41 6.68 13.51 4 2.79 2.23 -1.67 13.51 5.98 -7.19 14.83 0.17 5 0.25 0.00 0.17 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.02 2 RL -1.16 10.50 0.11 RL 4.51 13.00 0.35 RL 0.13 -0.24 1.64 3 RL -1.99 10.50 0.19 RS 6.76 13.09 0.52 RL 0.30 -0.30 1.67 4 LL 2.23 10.50 0.21 MS -7.19 13.09 0.55 LS 0.28 -0.73 1.58 5 LS 0.25 10.50 0.02 LS 0.17 13.09 0.01 LS 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.70 0.32 3 0.70 1.13 0.32 0.51 4 1.13 0.51 LOAD COMBINATION # 9 : DL+CL+SL-1.0AUX2 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 41 ROOFDES.OUT 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 1.74 -2.34 -2.91 0.01 -8.04 9.24 6.50 14.37 3 2.62 2.05 -1.53 -2.09 14.37 7.37 -3.78 13.88 2.42 7.85 4 1.37 1.11 -0.71 7.85 4.14 -2.81 15.57 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.34 10. 50 0.22 MS -8.04 13.09 0.61 RS 0.32 -0.90 1.64 3 LL 2.05 10.50 0.20 LL 7.37 13.09 0.56 LL 0.36 -0.27 1.67 4 LL 1.11 10.50 0.11 LL 4.14 13.09 0.32 LL 0.11 -0.19 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.05 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.20 0.54 3 1.20 0.65 0.54 0.30 4 0.65 0.30 LOAD COMBINATION #10 : DL+CL+0.8AUX3 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.80 -1.11 -1.37 0.00 -3.60 9.05 3.39 7.12 3 1.29 1.03 -0.64 -0.90 7.12 3.63 -2.40 14.71 -0.07 2.25 4 0.18 0.16 0.00 2.25 1.73 0.01 23.67 0.01 5 0.01 0.00 0.01 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.02 2 RL -1.11 10. 50 0.11 MS -3.60 13.09 0.28 RL 0.08 -0.36 1.64 3 LL 1.03 10.50 0.10 LL 3.63 13.09 0.28 LL 0.09 -0.22 1.67 4 LL 0.16 10.50 0.02 LL 1.73 9.16 0.19 LS 0.00 0.15 1.58 5 Ls 0.01 10.50 0.00 LS 0.01 13.09 0.00 LS 0.00 -0.02 LAP BOLT SHEAR/BEARING: Page 42 ROOFDES.OUT Bolt = 0.500 (A307 ) Span Lap_shear(k ) shear_Ratio Id Left Right Left Right 2 0.59 0.27 3 0.59 0.19 0.27 0.08 4 0.19 0.08 LOAD COMBINATION #11 : DL+CL+0.8AUX4 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 -0.17 -0.19 0.00 0.00 0.00 1.80 2.34 3 0.92 0.66 -1.01 -1.28 2.34 -0.03 -2.49 10.48 3.34 6.78 4 1.32 1.06 -0.76 6.78 3.20 -3.19 15.05 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.00 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.01 2 RL -0.17 10.50 0.02 RL 1.80 9.16 0.20 LS 0.00 0.17 1.64 3 RL -1.01 10.50 0.10 RS 3.39 13.09 0.26 RL 0.07 -0.25 1.67 4 LL 1.06 10.50 0.10 LS 3.39 13.09 0.26 LS 0.07 -0.28 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.07 LAP BOLT SHEAR/BEARING: Bolt = 0. 500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.19 0.09 3 0.19 0.56 0.09 0.26 4 0.56 0.26 LOAD COMBINATION #12 : DL+CL+0.8AUX5 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 43 q --. ROOFDES.oUT 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.95 -0.96 -1.22 0.00 -5.12 10.79 0.09 3.35 3 0.12 0.10 -0.05 -0.07 3.35 3.03 2.43 15.52 2.59 2.78 4 1.15 0.89 -0.93 2.78 -0.29 -4.80 13.13 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.03 2 RL -0.96 10. 50 0.09 MS -5.12 13.09 0.39 RS 0.02 -0.72 1.64 3 LL 0.10 10.50 0.01 LL 3.03 9.16 0.33 LS 0.00 0.49 1.67 4 RS -0.93 10.50 0.09 MS -4.80 13.09 0.37 LS 0.01 -0.63 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.12 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.28 0.13 3 0.28 0.23 0.13 0.10 4 0.23 0.10 LOAD COMBINATION #13 : DL+CL+0.8AUX6 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.04 -0.21 -0.23 0.00 0.00 0.00 2.67 3.32 3 1.10 0.83 -0.84 -1.10 3.32 0.42 -3.53 12.48 0.46 3.37 4 0.23 0.21 0.05 3.37 2.71 0.01 23.67 0.01 5 0.01 0.00 0.01 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.00 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.01 2 RL -0.21 10.50 0.02 RL 2.67 9.16 0.29 LS 0.00 0.26 1.64 3 RL -0.84 10.50 0.08 MS -3.53 13.09 0.27 RS 0.02 -0.48 1.67 4 LL 0.21 10.50 0.02 LL 2.71 9.16 0.30 LS 0.00 0.25 1.58 5 LS 0.01 10. 50 0.00 LS 0.01 13.09 0.00 LS 0.00 -0.04 LAP BOLT SHEAR/BEARING: Page 44 673 ROOFDES.OUT Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.28 0.13 3 0.28 0.28 0.13 0.13 4 0.28 0.13 Barbone-M Purlin Design Report (Surface 3) 9/20/07 8:41am ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 PURLIN LAYOUT: (Purlin id= 3) Bay Span Purlin Span ---Lap(ft)-- Load No. Id Id Size (ft) Left Right width Brace 1 10X25Z12 0.33 4.02 0 1 2 10x25z12 24.67 3.00 4.02 0 2 3 10x25z12 25.00 3.00 3.00 4.02 0 3 4 10X25Z12 23.67 3.00 4.02 0 5 10X25Z12 1.33 4.02 0 LOAD COMBINATION # 1 : DL+CL+I.5SL PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.09 0.00 0.00 0.00 0.02 2 2.65 -3.39 -4.23 0.02 -12.58 9.51 8.03 19.45 3 3,55 2.71 -2.59 -3.42 19.45 10.07 -3.10 12.72 8.91 17.92 4 4.05 3.21 -2.55 17.92 7.04 -11.43 14.51 0.25 5 0.37 0.00 0.25 • 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.09 10.50 0.01 RS 0.02 13.09 0.00 LS 0.00 0.08 2 RL -3.39 10.50 0.32 MS -12.58 13.09 0.96 RS 0.59 -1.53 1.64 3 LL 2.71 10.50 0.26 LL 10.07 12.84 0.78 LL 0.66 0.04 1.67 4 LL 3.21 10. 50 0.31 MS -11.43 13.09 0.87 LS 0.51 -1.28 1.58 5 LS 0.37 10.50 0.04 LS 0.25 13.09 0.02 LS 0.00 0.27 Page 45 q ROOFDES.OUT LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 1.62 0.73 3 1.62 1.49 0.73 0.68 4 1.49 0.68 LOAD COMBINATION # 2 : DL+CL+0.75SL+0.75WP PURLIN ANALYSIS: shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 1.65 -2.11 -2.63 0.01 -7.82 9.51 4.99 12.09 3 2.20 1.68 -1.61 -2.13 12.09 6.26 -1.93 12.72 5.54 11.14 4 2.52 2.00 -1.59 11.14 4.38 -7.11 14.51 0.15 5 0.23 0.00 0.15 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uC Loc UC Calc Allow 1 RS -0.06 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.11 10.50 0.20 MS -7.82 13.09 0.60 RS 0.23 -0.93 2.47 3 LL 1.68 10.50 0.16 LL 6.26 12.84 0.49 LL 0.25 0.02 2.50 4 LL 2.00 10.50 0.19 MS -7.11 13.09 0.54 LS 0.20 -0.78 2.37 5 LS 0.23 10.50 0.02 LS 0.15 13.09 0.01 LS 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.01 0.46 3 1.01 0.93 0.46 0.42 4 0.93 0.42 LOAD COMBINATION # 3 : 0.6DL+WS PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Page 46 tt5 ROOFDES.OUT Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1- 0.00 , 0.02 0.00 0.00 0.00 0.00 2 -0.64 0.71 0.88 0.00 2.66 10.36 -1.66 -4.04 3 -0.73 -0.56 0.53 0.70 -4.04 -2.11 0.59 12.72 -1.87 -3.73 4 -0.84 -0.67 0.62 -3.73 -1.46 2.43 13.67 -0.05 5 -0.08 0.00 -0.05 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow uC Loc uC Calc Allow 1 RS 0.02 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.02 2 RL 0.71 10.50 0.07 MS 2.66 9.16 0.29 Rs 0.03 0.36 2.47 3 LL -0.56 10.50 0.05 LL -2.11 13.09 0.16 LL 0.03 -0.02 2.50 4 LL -0.67 10.50 0.06 MS 2.43 9.16 0.27 LS 0.02 0.31 2.37 5 Ls -0.08 10.50 0.01 LS -0.05 13.09 0.00 LS 0.00 -0.07 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.34 0.15 3 0.34 0.31 0.15 0.14 4 0.31 0.14 LOAD COMBINATION # 4 : DL+CL+SL/2+AUX3 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.84 -2.46 -3.06 0.01 -8.49 9.26 6.79 15.07 3 2.74 2.15 -1.62 -2.22 15.07 7.73 -3.89 13.82 2.74 8.50 4 1.51 1.22 -0.80 8.50 4.40 -3.21 15.46 0.09 5 0.13 0.00 0.09 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.46 10.50 0.23 MS -8.49 13.09 0.65 RS 0.35 -0.96 1.64 3 LL 2.15 10.50 0.20 LL 7.73 13.09 0.59 LL 0.39 -0.27 1.67 4 LL 1.22 10.50 0.12 LL 4.40 13.09 0.34 LL 0.13 -0.23 1.58 5 LS 0.13 10.50 0.01 LS 0.09 13.09 0.01 LS 0.00 0.06 Page 47 J.0-11) ROOFDES.OUT LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.26 0.57 3 1.26 0.71 0.57 0.32 4 0.71 0.32 LOAD COMBINATION # 5 : DL+CL+SL/2+AUX4 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.84 -1.28 -1.58 0.01 -3.60 8.57 4.80 9.09 3 2.28 1.68 -2.09 -2.68 9.09 3.15 -3.98 11.48 7.00 14.16 4 2.94 2.34 -1.76 14.16 6.24 -7.60 14.81 0.18 5 0.26 0.00 0.18 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.01 13.09 0.00 LS 0.00 0.02 2 RL -1.28 10.50 0.12 RL 4.80 13.09 0.37 RL 0.15 -0.30 1.64 3 RL -2.09 10.50 0.20 RS 7.08 13.09 0.54 RL 0.33 -0.30 1.67 4 LL 2.34 10.50 0.22 MS -7.60 13.09 0.58 Ls 0.31 -0.78 1.58 5 LS 0.26 10.50 0.03 LS 0.18 13.09 0.01 Ls 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.76 0.34 3 0.76 1.18 0.34 0.53 4 1.18 0.53 LOAD COMBINATION # 6 : DL+CL+SL/2+AUX1 PURLIN ANALYSIS: shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Page 48 ROOFDES.OUT Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.98 -2.32 -2.92 0.01 -9.85 9.97 3.73 11.59 3 1.49 1.20 -0.66 -0.96 11.59 7.55 0.22 15.23 2.47 4.90 4 1,36 1.07 -0.96 4.90 1.25 -4.58 13.91 0.09 5 0.13 0.00 0.09 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc talc Allow uc Loc Calc Allow uc Loc UC Calc Allow 1 RS -0.07 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.06 2 RL -2.32 10.50 0.22 MS -9.85 13.09 0.75 RS 0.22 -1.29 1.64 3 LL 1.20 10.50 0.11 LL 7.55 9.16 0.82 LL 0.35 0.34 1.67 4 LL 1.07 10.50 0.10 MS -4.58 13.09 0.35 LS 0,04 -0.55 1.58 5 LS 0.13 10.50 0.01 LS 0.09 13.09 0.01 LS 0,00 0.11 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.97 0.44 3 0.97 0.41 0.44 0.18 4 0.41 0.18 LOAD COMBINATION # 7 : DL+CL+SL/2+AUX2 PURLIN ANALYSIS: shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.98 -1.14 -1.44 0.01 -4.91 10.01 1.74 5.61 3 1.03 0.73 -1.13 -1.42 5.61 2.97 0.23 10.48 6.73 10.56 4 2.79 2.19 -1.91 10.56 3.09 -9.01 14.04 0.18 5 0.26 0.00 0.18 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.01 13.09 0.00 LS 0.00 0.03 2 RL -1.14 10.50 0.11 MS -4.91 13.09 0.38 RS 0.05 -0.63 1.64 3 RL -1.13 10.50 0.11 RL 6.73 9.16 0.73 RL 0.28 0.31 1.67 4 LL 2.19 10.50 0.21 MS -9.01 13.09 0.69 LS 0.18 -1.09 1.58 5 LS 0.26 10.50 0.03 LS 0.18 13.09 0.01 LS 0.00 0.22 Page 49 qc° ROOFDES.OUT LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.47 0.21 3 0.47 0.88 0.21 0.40 4 0.88 0.40 LOAD COMBINATION # 8 : DL+CL+SL-1.0AUX1 PURLIN ANALYSIS: shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.74 -1.16 -1.42 0.00 -3.15 8.47 4.51 8.39 3 2.15 1.58 -1.99 -2.56 8.39 2.79 -3.87 11.41 6.68 13.51 4 2.79 2.23 -1.67 13.51 5.98 -7.19 14.83 0.17 5 0.25 0.00 0.17 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.02 2, RL -1.16 10.50 0.11 RL 4.51 13.00 0.35 RL 0.13 -0.24 1.64 3 RL -1.99 10.50 0.19 RS 6.76 13.09 0.52 RL 0.30 -0.30 1.67 4 LL 2.23 10.50 0.21 MS -7.19 13.09 0.55 LS 0.28 -0.73 1.58 5 Ls 0.25 10.50 0.02 Ls 0.17 13.09 0.01 Ls 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.70 0.32 3 0.70 1.13 0.32 0.51 4 1.13 0.51 LOAD COMBINATION # 9 : DL+CL+SL-1.0AUX2 PURLIN ANALYSIS: shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Page 50 ROOFDES.OUT Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 1.74 -2.34 -2.91 0.01 -8.04 9.24 6.50 14.37 3 2.62 2.05 -1.53 -2.09 14.37 7.37 -3.78 13.88 2.42 7.85 4 1.37 1.11 -0.71 7.85 4.14 -2.81 15.57 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.34 10.50 0.22 MS -8.04 13.09 0.61 RS 0.32 -0.90 1.64 3 LL 2.05 10.50 0.20 LL 7.37 13.09 0.56 LL 0.36 -0.27 1.67 4 LL 1.11 10.50 0.11 LL 4.14 13.09 0.32 LL 0.11 -0.19 1.58 5 Ls 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.05 LAP BOLT. SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.20 0.54 3 1.20 0.65 0.54 0.30 4 0.65 0.30 LOAD COMBINATION #10 : DL+CL+0.8AUX3 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.80 -1.11 -1.37 0.00 -3.60 9.05 3.39 7.12 3 1.29 1.03 -0.64 -0.90 7.12 3.63 -2.40 14.71 -0.07 2.25 4 0.18 0.16 0.00 2.25 1.73 0.01 23.67 0.01 5 0.01 0.00 0.01 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow Uc Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.02 2 RL -1.11 10.50 0.11 MS -3.60 13.09 0.28 RL 0.08 -0.36 1.64 3 LL 1.03 10.50 0.10 LL 3.63 13.09 0.28 LL 0.09 -0.22 1.67 4 LL 0.16 10.50 0.02 LL 1.73 9.16 0.19 LS 0.00 0.15 1.58 5 LS 0.01 10.50 0.00 LS 0.01 13.09 0.00 LS 0.00 -0.02 Page 51 100 ROOFDES.OUT LAP BOLT SHEAR/BEARING: Bolt = 0. 500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.59 0.27 3 0.59 0.19 0.27 0.08 4 0.19 0.08 LOAD COMBINATION #11 : DL+CL+0.8AUX4 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 -0.17 -0.19 0.00 0.00 0.00 1.80 2.34 3 0.92 0.66 -1.01 -1.28 2.34 -0.03 -2.49 10.48 3.34 6.78 4 1.32 1.06 -0.76 6.78 3.20 -3.19 15.05 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.00 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.01 2 RL -0.17 10.50 0.02 RL 1.80 9.16 0.20 LS 0.00 0.17 1.64 3 RL -1.01 10. 50 0.10 RS 3.39 13.09 0.26 RL 0.07 -0.25 1.67 4 LL 1.06 10.50 0.10 LS 3.39 13.09 0.26 LS 0.07 -0.28 1.58 5 LS 0.12 10. 50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.07 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.19 0.09 3 0.19 0.56 0.09 0.26 4 0.56 0.26 LOAD COMBINATION #12 : DL+CL+0.8AUX5 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Page 52 r JO 1 ROOFDES.OUT Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.95 -0.96 -1.22 0.00 -5.12 10.79 0.09 3.35 3 0.12 0.10 -0.05 -0.07 3.35 3.03 2.43 15.52 2.59 2.78 4 1.15 0.89 -0.93 2.78 -0.29 -4.80 13.13 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.03 2 RL -0.96 10.50 0.09 MS -5.12 13.09 0.39 RS 0.02 -0.72 1.64 3 LL 0.10 10.50 0.01 LL 3.03 9.16 0.33 LS 0.00 0,49 1.67 4 RS -0.93 10.50 0.09 MS -4.80 13.09 0.37 LS 0.01 -0.63 1.58 5 Ls 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.12 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.28 0.13 3 0.28 0.23 0.13 0.10 4 0.23 0.10 LOAD COMBINATION #13 : DL+CL+0.8AUX6 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.04 -0.21 -0.23 0.00 0.00 0.00 2.67 3.32 3 1.10 0.83 -0.84 -1.10 3.32 0.42 -3.53 12.48 0.46 3.37 4 0.23 0.21 0.05 3.37 2.71 0.01 23.67 0.01 5 0.01 0.00 0.01 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC talc Allow 1 RS 0.00 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.01 2 RL -0.21 10.50 0.02 RL 2.67 9.16 0.29 LS 0.00 0.26 1.64 3 RL -0.84 10.50 0.08 MS -3.53 13.09 0.27 RS 0.02 -0.48 1.67 4 LL 0.21 10.50 0.02 LL 2.71 9.16 0.30 LS 0.00 0.25 1.58 5 LS 0.01 10.50 0.00 LS 0.01 13.09 0.00 LS 0.00 -0.04 Page 53 )0j• ROOFDES.OUT LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) shear_Ratio id Left Right Left Right 2 0.28 0.13 3 0.28 0.28 0.13 0.13 4 0.28 0.13 Barbone-M Purlin Design Report (Surface 3) 9/20/07 8:41am ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 4.00) PURLIN LAYOUT: (Purlin id= 5) Bay Span Purlin span ---Lap(ft)-- Load No. Id Id size (ft) Left Right width Brace 1 10X25z12 0.33 4.02 0 1 2 10X25z12 24.67 3.00 4.02 0 2 3 10X25z12 25.00 3.00 3.00 4.02 0 3 4 10X25z12 23.67 3.00 4.02 0 5 10X25z12 1.33 4.02 0 LOAD COMBINATION # 1 : DL+CL+1.5SL PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap sup 1 0.00 -0.09 0.00 0.00 0.00 0.02 2 2.65 -3.39 -4.23 0.02 -12.58 9.51 8.03 19.45 3 3.55 2.71 -2. 59 -3.42 19.45 10.07 -3.10 12.72 8.91 17.92 4 4.05 3.21 -2.55 17.92 7.04 -11.43 14.51 0.25 5 0.37 0.00 0.25 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) id Loc talc Allow UC Loc talc Allow UC Loc UC Calc Allow 1 RS -0.09 10. 50 0.01 RS 0.02 13.09 0.00 LS 0.00 0.08 2 RL -3.39 10.50 0.32 MS -12.58 13.09 0.96 RS 0.59 -1.53 1.64 3 LL 2.71 10.50 0.26 LL 10.07 12.84 0.78 LL 0.66 0.04 1.67 4 LL 3.21 10.50 0.31 MS -11.43 13.09 0.87 LS 0.51 -1.28 1.58 Page 54 ROOFDES.OUT 5 LS 0.37 10.50 0.04 LS 0.25 13.09 0.02 LS 0.00 0.27 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.62 0.73 3 1.62 1.49 0.73 0.68 4 1.49 0.68 LOAD COMBINATION # 2 : DL+CL+0.755L+0.75WP PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id sup Lap Lap sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 1.65 -2.11 -2.63 0.01 -7.82 9.51 4.99 12.09 3 2.20 1.68 -1.61 -2.13 12.09 6.26 -1.93 12.72 5.54 11.14 4 2.52 2.00 -1.59 11.14 4.38 -7.11 14.51 0.15 5 0.23 0.00 0.15 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.11 10.50 0.20 Ms -7.82 13.09 0.60 RS 0.23 -0.93 2.47 3 LL 1.68 10.50 0.16 LL 6.26 12.84 0.49 LL 0.25 0.02 2.50 4 LL 2.00 10.50 0.19 Ms -7.11 13.09 0.54 Ls 0.20 -0.78 2.37 5 Ls 0.23 10.50 0.02 LS 0.15 13.09 0.01 Ls 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 1.01 0,46 3 1.01 0.93 0.46 0.42 4 0.93 0.42 LOAD COMBINATION # 3 : 0.6DL+WS PURLIN ANALYSIS: Page 55 ROOFDES.OUT Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.02 0.00 0.00 0.00 0.00 2 -0.80 0.87 1.08 0.00 3.27 10.53 -2.04 -4.95 3 -0.89 -0.68 0.65 0.86 -4.95 -2.59 0.71 12.72 -2.30 -4.56 4 -1.03 -0.82 0.78 -4.56 -1.79 2.98 13.50 -0.06 5 -0.09 0.00 -0.06 0.00 1.33 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.02 2 RL 0.87 10.50 0.08 MS 3.27 9.16 0.36 RS 0,04 0.44 2.47 3 LL -0.68 10.50 0.06 LL -2.59 13.09 0.20 LL 0.04 -0.02 2.50 4 LL -0.82 10.50 0.08 MS 2.98 9.16 0.33 LS 0.03 0.37 2.37 5 LS -0.09 10.50 0.01 LS -0.06 13.09 0.00 LS 0.00 -0.08 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_shear(k ) shear_Ratio Id Left Right Left Right 2 0.41 0.19 3 0.41 0.38 0.19 0.17 4 0.38 0.17 LOAD COMBINATION # 4 : DL+CL+SL/24AUX3 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id sup Lap Lap sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.84 -2.46 -3.06 0.01 -8.49 9.26 6.79 15.07 3 2.74 2.15 -1.62 -2.22 15.07 7.73 -3.89 13,82 2.74 8.50 4 1.51 1.22 -0.80 8.50 4.40 -3.21 15.46 0.09 5 0.13 0.00 0.09 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 10.50 0.01 RS 0.01 13.09 0.00 Ls 0.00 0.05 2 RL -2.46 10.50 0.23 MS -8.49 13.09 0.65 RS 0.35 -0.96 1.64 3 LL 2.15 10.50 0.20 LL 7.73 13.09 0. 59 LL 0.39 -0.27 1.67 4 LL 1.22 10.50 0.12 LL 4.40 13.09 0.34 LL 0.13 -0.23 1.58 Page 56 /05 ROOFDES.OUT 5 Ls 0.13 10.50 0.01 Ls 0.09 13.09 0.01 Ls 0.00 0.06 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 1.26 0.57 3 1.26 0.71 0.57 0.32 4 0.71 0.32 LOAD COMBINATION # 5 : DL+CL+SL/2+AUX4 PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.84 -1.28 -1. 58 0.01 -3.60 8.57 4.80 9.09 3 2.28 1.68 -2.09 -2.68 9.09 3.15 -3.98 11.48 7.00 14.16 4 2.94 2.34 -1.76 14.16 6.24 -7.60 14.81 0.18 5 0.26 0.00 0.18 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uC Loc uC Calc Allow 1 Rs -0.03 10. 50 0.00 RS 0.01 13.09 0.00 Ls 0.00 0.02 2 RL -1.28 10.50 0.12 RL 4.80 13.09 0.37 RL 0.15 -0.30 1.64 3 RL -2.09 10.50 0.20 RS 7.08 13.09 0.54 RL 0.33 -0.30 1.67 4 LL 2.34 10. 50 0.22 Ms -7.60 13.09 0.58 Ls 0.31 -0.78 1.58 5 Ls 0.26 10.50 0.03 LS 0.18 13.09 0.01 LS 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) shear_Ratio • Id Left Right Left Right 2 0.76 0.34 3 0.76 1.18 0.34 0.53 4 1.18 0.53 LOAD COMBINATION # 6 : DL+CL+SL/2+AUX1 PURLIN ANALYSIS: Page 57 lOz< ROOFDES.OUT shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.98 -2.32 -2.92 0.01 -9.85 9.97 3.73 11.59 3 1.49 1.20 -0.66 -0.96 11.59 7.55 0.22 15.23 2.47 4.90 4 1.36 1.07 -0.96 4.90 1.25 -4.58 13.91 0.09 5 0.13 0.00 0.09 0.00 1.33 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.06 2 RL -2.32 10.50 0.22 MS -9.85 13.09 0.75 RS 0.22 -1.29 1.64 3 LL 1.20 10.50 0.11 LL 7.55 9.16 0.82 LL 0.35 0.34 1.67 4 LL 1.07 10.50 0.10 MS -4.58 13.09 0.35 LS 0.04 -0.55 1.58 5 LS 0.13 10.50 0.01 LS 0.09 13.09 0.01 LS 0.00 0.11 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_shear(k ) shear_Ratio id Left Right Left Right 2 0.97 0.44 3 0.97 0.41 0.44 0.18 4 0.41 0.18 LOAD COMBINATION # 7 : DL+CL+SL/2+AUX2 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.98 -1.14 -1.44 0.01 -4.91 10.01 1.74 5.61 3 1.03 0.73 -1.13 -1.42 5.61 2.97 0.23 10.48 6.73 10.56 4 2.79 2.19 -1.91 10.56 3.09 -9.01 14.04 0.18 5 0.26 0.00 0.18 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uc Calc Allow 1 RS -0.03 10.50 0.00 RS 0.01 13.09 0.00 LS 0.00 0.03 2 RL -1.14 10.50 0.11 Ms -4.91 13.09 0.38 RS 0.05 -0.63 1.64 3 RL -1.13 10.50 0.11 RL 6.73 9.16 0.73 RL 0.28 0.31 1.67 4 LL 2.19 10. 50 0.21 MS -9.01 13.09 0.69 LS 0.18 -1.09 1.58 Page 58 /07 ROOFDES.OUT 5 LS 0.26 10.50 0.03 LS 0.18 13.09 0.01 LS 0.00 0.22 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 0.47 0.21 3 0.47 0.88 0.21 0.40 4 0.88 0.40 LOAD COMBINATION # 8 : DL+CL+SL-1.0AUX1 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.74 -1.16 -1.42 0.00 -3.15 8.47 4.51 8.39 3 2.15 1.58 -1.99 -2.56 8.39 2.79 -3.87 11.41 6.68 13.51 4 2.79 2.23 -1.67 13.51 5.98 -7.19 14.83 0.17 5 0.25 0.00 0.17 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.02 2 RL -1.16 10.50 0.11 RL 4.51 13.00 0.35 RL 0.13 -0.24 1.64 3 RL -1.99 10.50 0.19 RS 6.76 13.09 0.52 RL 0.30 -0.30 1.67 4 LL 2.23 10.50 0.21 MS -7.19 13.09 0.55 LS 0.28 -0.73 1.58 5 LS 0.25 10.50 0.02 LS 0.17 13.09 0.01 LS 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.70 0.32 3 0.70 1.13 0.32 0.51 4 1.13 0.51 LOAD COMBINATION # 9 : DL+CL+SL-1.OAUX2 PURLIN ANALYSIS: Page 59 loS ROOFDES.OUT Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 . -0.06 0.00 0.00 0.00 0.01 2 1.74 -2.34 -2.91 0.01 -8.04 9.24 6.50 14.37 3 2.62 2.05 -1. 53 -2.09 14.37 7.37 -3.78 13.88 2.42 7.85 4 1.37 1.11 -0.71 7.85 4.14 -2.81 15.57 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 10.50 0.01 RS 0.01 13.09 0.00 LS 0.00 0.05 2 RL -2.34 10.50 0.22 MS -8.04 13.09 0.61 RS 0.32 -0.90 1.64 3 LL 2.05 10.50 0.20 LL 7.37 13.09 0.56 LL 0.36 -0.27 1.67 4 LL 1.11 10.50 0.11 LL 4.14 13.09 0.32 LL 0.11 -0.19 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.05 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) shear_Ratio Id Left Right Left Right 2 1.20 0.54 3 1.20 0.65 0.54 0.30 4 0.65 0,30 LOAD COMBINATION #10 : DL+CL+0.8AUX3 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.80 -1.11 -1.37 0.00 -3.60 9.05 3.39 7.12 3 1.29 1.03 -0.64 -0.90 7.12 3.63 -2.40 14.71 -0.07 2.25 4 0.18 0.16 0.00 2.25 1.73 0.01 23.67 0.01 5 0.01 0.00 0.01 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.02 2 RL -1.11 10.50 0.11 MS -3.60 13.09 0.28 RL 0.08 -0.36 1.64 3 LL 1.03 10.50 0.10 LL 3.63 13.09 0.28 LL 0.09 -0.22 1.67 4 LL 0.16 10.50 0.02 LL 1.73 9.16 0.19 LS 0.00 0.15 1.58 Page 60 lC ROOFDES.OUT 5 LS 0.01 10.50 0.00 LS 0.01 13.09 0.00 LS 0.00 -0.02 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.59 0.27 3 0.59 0.19 0.27 0.08 4 0.19 0.08 LOAD COMBINATION #11 : DL+CL+0.8AUX4 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 -0.17 -0.19 0.00 0.00 0.00 1.80 2.34 3 0.92 0.66 -1.01 -1.28 2.34 -0.03 -2.49 10.48 3.34 6.78 4 1.32 1.06 -0.76 6.78 3.20 -3.19 15.05 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Cale Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.00 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.01 2 RL -0.17 10.50 0.02 RL 1.80 9.16 0.20 LS 0.00 0.17 1.64 3 RL -1.01 10.50 0.10 RS 3.39 13.09 0.26 RL 0.07 -0.25 1.67 4 LL 1.06 10.50 0.10 LS 3.39 13.09 0.26 LS 0.07 -0.28 1.58 5 LS 0.12 10.50 0.01 LS 0.08 13.09 0.01 LS 0.00 0.07 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.19 0.09 3 0.19 0.56 0.09 0.26 4 0.56 0.26 LOAD COMBINATION #12 : DL+CL+0.8AUX5 PURLIN ANALYSIS: Page 61 () ROOFDES.OUT shear(k ) Moment(f-k ) Span Left Left Right Right Left Left Midspan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.95 -0.96 -1.22 0.00 -5.12 10.79 0.09 3.35 3 0.12 0.10 -0.05 -0.07 3.35 3.03 2.43 15.52 2.59 2.78 4 1.15 0.89 -0.93 2.78 -0.29 -4.80 13.13 0.08 5 0.12 0.00 0.08 0.00 1.33 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 0.03 2 RL -0.96 10.50 0.09 MS -5.12 13.09 0.39 RS 0.02 -0.72 1.64 3 LL 0.10 10.50 0.01 LL 3.03 9.16 0.33 LS 0.00 0.49 1.67 4 RS -0.93 10.50 0.09 MS -4.80 13.09 0.37 LS 0.01 -0.63 1.58 5 LS 0.12 10. 50 0.01 Ls 0.08 13.09 0.01 LS 0.00 0.12 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.28 0.13 3 0.28 0.23 0.13 0.10 4 0.23 0.10 LOAD COMBINATION #13 : DL+CL+0.8AUX6 PURLIN ANALYSIS: shear(k ) Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.04 -0.21 -0.23 0.00 0.00 0.00 2.67 3.32 3 1.10 0.83 -0.84 -1.10 3.32 0.42 -3.53 12.48 0.46 3.37 4 0.23 0.21 0.05 3.37 2.71 0.01 23.67 0.01 5 0.01 0.00 0.01 0.00 1.33 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC calc Allow 1 RS 0.00 10.50 0.00 RS 0.00 13.09 0.00 LS 0.00 -0.01 2 RL -0.21 10. 50 0.02 RL 2.67 9.16 0.29 LS 0.00 0.26 1.64 3 RL -0.84 10.50 0.08 MS -3.53 13.09 0.27 RS 0.02 -0.48 1.67 4 LL 0.21 10.50 0.02 LL 2.71 9.16 0.30 LS 0.00 0.25 1.58 Page 62 . i i 1 ROOFDES.OUT 5 LS 0.01 10.50 0.00 LS 0.01 13.09 0.00 Ls 0.00 -0.04 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.28 0.13 3 0.28 0.28 0.13 0.13 4 0.28 0.13 Barbone-M Roof Panel Summary 9/20/07 8:41am PANEL LAYOUT: Surf Surface No. Max . Id Part Type Gage Yield Length Purlin Space 2 SSPAN-X6 sx 26.00 80.00 21.08 5 • 4.016 3 SSPAN-X6 sx 26.00 80.00 21.08 5 4.016 PANEL STRENGTH: Surf Load Support_Moment(ft-lb/ft) Midspan_Moment(ft-lb/ft) Id Locate Id Locate Calc Allow Ratio Locate Calc Allow Ratio 2 Left 1 4.0 79.9 147.2 0.54 1.6 -58.8 110.2 0.53 2 ' 4.0 21.5 147.2 0.15 1.6 -15.8 110.2 0.14 3 4.0 -62.2 110.2 0.56 1.6 56.1 147.2 0.38 2 Center 1 4.0 79.9 147.2 0.54 1.6 -58.8 110.2 0.53 2 4.0 21.5 147.2 0.15 1.6 -15.8 110.2 0.14 3 4.0 -39.0 110.2 0.35 1.7 37.7 147.2 0.26 2 Right 1 4.0 79.9 147.2 0.54 1.6 -58.8 110.2 0.53 2 4.0 21.5 147.2 0.15 1.6 -15.8 110.2 0.14 3 4.0 -62.2 110.2 0.56 1.6 56.1 147.2 0.38 3 Left 1 17.1 79.9 147.2 0.54 19.5 -58.8 110.2 0.53 2 17.1 21.5 147.2 0.15 19.5 -15.8 110.2 0.14 3 17.1 -62.2 110.2 0.56 19.4 56.1 147.2 0.38 3 Center 1 17.1 79.9 147.2 0.54 19.5 -58.8 110.2 0.53 2 17.1 21.5 147.2 0.15 19.5 -15.8 110.2 0.14 3 17.1 -39.0 110.2 0.35 19.4 37.7 147.2 0.26 3 Right 1 17.1 79.9 147.2 0.54 19.5 -58.8 110.2 0.53 2 17.1 21.5 147.2 0.15 19.5 -15.8 110.2 0.14 3 17.1 -62.2 110.2 0.56 19.4 56.1 147.2 0.38 PANEL DEFLECTION: surf Load Deflection(in) . Id Locate Id Locate calc Limit Ratio 2 Left 4 2.0 -0.12 0.27 0.45 5 2.0 -0.03 0.27 0.11 6 2.0 0.13 0.27 0.49 2 Center 4 2.0 -0.12 0.27 0.45 5 2.0 -0.03 0.27 0.11 6 2.0 0.09 0.27 0.34 Page 63 L/02 ROOFDES.OUT 2 Right 4 2.0 -0.12 0.27 0.45 5 2.0 -0.03 0.27 0.11 6 2.0 0.13 0.27 0.49 3 Left 4 19.1 -0.12 0.27 0.45 5 19.1 -0.03 0.27 0.11 6 19.1 0.13 0.27 0.49 3 Center 4 19.1 -0.12 0.27 0.45 5 19.1 -0.03 0.27 0.11 6 19.1 0.09 0.27 0.34 3 Right 4 19.1 -0.12 0.27 0.45 5 19.1 -0.03 0.27 0.11 6 19.1 0.13 0.27 0.49 LOAD COMBINATION: Load Id Description 1 DL+CL+SL 2 DL+CL+WP 3 DL+WS 4 SL 5 WP 6 ws Barbone-M Roof Diagonal Bracing Report 9/20/07 8:41am PANEL SHEAR: Allow = 0.0 Calc Wind = 22.1 Seismic = 28.8 DIAGONAL BRACING: Brace_Tension(k ) Bay Brace_Loc. Diag_Brace ----wind---- ---Seismic-- Max Id start End Type Size Part Calc Allow Calc Allow UC 2 0.00 11.43 C 0.250 0.25_CBL 1.84 2.50 2.40 2.50 0.96 11.43 20.00 C 0.250 0.25_CBL 0.00 2.50 0.66 2.50 0.27 20.00 28.57 C 0.250 0.25_CBL 0.00 2.50 0.66 2.50 0.27 28.57 40.00 C 0.250 0.25_CBL 1.84 2.50 2.40 2.50 0.96 Barbone-M sidewall Diagonal Bracing Report 9/20/07 8:41am PANEL SHEAR: wall Base wind Seismic Id Length Calc Calc Allow 2 47.0 53.0 67.8 75.0 4 75.0 33.2 42.5 75.0 DIAGONAL BRACING: Brace_Tension(k ) Wall Bay Brace_Loc Diag_Brace---- ----wind--- --Seismic-- Max Id Id Bot Top Type Size Part Caic Allow Calc Allow UC Page 64 1/3 ROOFDES.OUT 2 3 0.0 16.0 C 0.500 0.50_CBL 2.84 10.09 10.93 0.09 4 2 0.0 16.0 C 0.500 0.50_CBL 2.84(10.0 10.93 0.09 e,, a l4.. BASE REACTIONS: jc. 61 c wall Bay Col Wi nd_Max Sei smi c_Max /3 4)- 6°' Id Id Id Horz vert(+/-) Horz vert(+/-) 2 3 3 -2.49 1.38 -9.56 5.29 2 3 4 2.49 1.38 9.56 5.29 4 2 2 -2.49 1.38 -9.56 5.29 4 2 3 2.49 1.38 9.56 5.29 Barbone-M Braced Purlin Report 9/20/07 8:41am Surf Span Brace Purlin Load ----Axial(k )---- --Moment(f-k )-- Axl+Mom Id Id Loc. size Id Calc Allow uC Calc Allow uC UC 2 2 11.4 10x25z12 1 0.96 10.85 0.09 -6.53 13.09 0.50 0.52 2 0.52 10.85 0.05 -1.99 13.09 0.15 0.18 3 0.96 10.85 0.09 1.77 9.16 0.19 0.26 4 0.52 10.85 0.05 -0.02 13.09 0.00 0.05 2 3 11.4 10X25z12 1 0.96 10.85 0.09 5.22 12.84 0.41 0.44 2 1.63 10.85 0.15 1.59 12.84 0,12 0.26 3 0.96 10.85 0.09 -1.42 13.09 0.11 0.18 4 1.63 10.85 0.15 0.01 9.16 0.00 0.15 2 4 11.4 10x25z12 1 0.96 10.85 0.09 -5.93 13.09 0.45 0.48 2 0.52 10.85 0.05 -1.81 13.09 0.14 0.17 3 0.96 10.85 0.09 1.61 9.16 0.18 0.24 4 0.52 10.85 0.05 -0.02 13.09 0.00 0.05 2 2 20.0 10x25z12 1 0.00 10.85 0.00 -4.89 13.09 0.37 0.32 2 0.21 10.85 0.02 -1.49 13.09 0.11 0.12 3 0.00 10.85 0.00 1.33 9.16 0.14 0.12 4 0.21 10.85 0.02 -0.01 13.09 0.00 0.02 2 3 20.0 10x25z12 1 0.00 10.85 0.00 3.91 12.84 0.30 0.26 2 0.42 10.85 0.04 1.19 12.84 0.09 0.12 3 0.00 10.85 0.00 -1.06 13.09 0.08 0.07 4 0.42 10.85 0.04 0.01 9.16 0.00 0.04 2 4 20.0 10X25z12 1 0.00 10.85 0.00 -4.44 13.09 0.34 0.29 2 0.21 10.85 0.02 -1.36 13.09 0.10 0.11 3 0.00 10.85 0.00 1.20 9.16 0.13 0.11 4 0.21 10.85 0.02 -0.01 13.09 0.00 0.02 surf span Brace Purlin Load ----Axial (k )---- --Moment(f-k )-- Axl+Mom Id Id Loc. Size Id Calc Allow UC calc Allow UC UC 3 2 20.0 10X25z12 1 0.00 10.85 0.00 -4.89 13.09 0.37 0.32 2 0.21 10.85 0.02 -1.49 13.09 0.11 0.12 3 0.00 10.85 0.00 1.33 9.16 0.14 0.12 4 0.21 10.85 0.02 -0.01 13.09 0.00 0.02 3 3 20,0 10x25z12 1 0.00 10.85 0.00 3.91 12.84 0.30 0.26 2 0.42 10.85 0.04 1.19 12.84 0.09 0.12 3 0.00 10.85 0.00 -1.06 13.09 0.08 0.07 4 0.42 10.85 0.04 0.01 9.16 0.00 0.04 3 4 20.0 10X25Z12 1 0.00 10.85 0.00 -4.44 13.09 0.34 0.29 Page 65 ROOFDES.OUT 2 0.21 10.85 0.02 -1.36 13.09 0.10 0.11 3 0.00 10.85 0.00 1.20 9.16 0.13 0.11 4 0.21 10.85 0.02 -0.01 13.09 0.00 0.02 3 2 28.6 10x25z12 1 0.96 10.85 0.09 -6.53 13.09 0.50 0.52 2 0.52 10.85 0.05 -1.99 13.09 0.15 0.18 3 0.96 10.85 0.09 1.77 9.16 0.19 0.26 4 0.52 10.85 0.05 -0.02 13.09 0.00 0.05 3 3 28.6 10x25z12 1 0.96 10.85 0.09 5.22 12.84 0.41 0.44 2 1.63 10.85 0.15 1.59 12.84 0.12 0.26 3 0.96 10.85 0.09 -1.42 13.09 0.11 0.18 4 1.63 10.85 0.15 0.01 9.16 0.00 0.15 3 4 28.6 10x25z12 1 0.96 10.85 0.09 -5.93 13.09 0.45 0.48 2 0.52 10.85 0.05 -1.81 13.09 0.14 0.17 3 0.96 10.85 0.09 1.61 9.16 0.18 0.24 4 0.52 10.85 0.05 -0.02 13.09 0.00 0.05 Barbone-M Eave Strut Report (wall 4) 9/20/07 8:41am wall Bay Eave Bay Axial_Calc Axial Axial Id Id size width wind Seis Allow Ratio 2 1 10.8E14 25.00 0.48 1.04 8.06 0.13 2 2 10.8E14 25.00 1.16 4.62 8.06 0.57 - Added Purlin Strut ---- 2 2 10X25Z14 25.00 0.98 3.90 6.99 0.56 2 3 10.8E14 25.00 1.16 5.16 8.06 0.64 - Added Purlin Strut ---- 2 3 10x25z14 25.00 0.98 4.36 6.99 0.62 4 3 10.8E14 25.00 0.48 1.04 8.06 0.13 4 2 10.8E14 25.00 1.16 4.62 8.06 0.57 - Added Purlin Strut ---- 4 2 10X25Z14 25.00 0.98 3.90 6.99 0.56 4 1 10.8E14 25.00 0.48 1.04 8.06 0.13 Barbone-M strut Bolt Report 9/20/07 8:41am RAFTER CONNECTION: Location Purlin Eave Strut Left EW welded clip Direct Bolt RF welded Clip Direct Bolt EAVE STRUTS: Page 66 ii5 ROOFDES.OUT wall Frm_Line ----Bolt_selected--- Bolt_Capacity Id Id Type No. Type Dia wshr ca.lc shear Bear Ratio 2 1 EW 2 A325 0.500 0 1.04 8.25 5.63 0.19 2 2 RF 2 A325 0.500 0 4.62 8.25 5.63 0.82 2 3 RF 2 A325 0.500 0 5.16 8.25 5.63 0.92 2 4 RF 2 A325 0.500 0 5.16 8.25 5.63 0.92 I 4 1 EW 2 A325 0.500 0 1.04 8.25 5.63 0.19 4 2 RF 2 A325 0.500 0 4.62 8.25 5.63 0.82 4 3 RF 2 A325 0.500 0 4.62 8.25 5.63 0.82 4 4 RF 2 A325 0'.500 0 1.04 8.25 5.63 0.19 PURLIN STRUTS AT EAVE: surf Frm_Line Bay Brace ----Bolt_Selected--- Load Bolt_Capacity Id Id Type Id Loc No. Type Dia wshr Id Calc Shear Bear Ratio ---- -- ---- --- ---- 3 2 RF 40.00 2 A307 0.500 0 1 3.90 4.42 5.26 0.88 3 3 RF 40.00 2 A307 0.500 0 1 4.36 4.42 5.26 0.99 3 4 RE 40.00 2 A307 0.500 0 1 4.36 4.42 5.26 0.99 2 2 RF 0.00 2 A307 0.500 0 1 3.90 4.42 5.26 0.88 2 3 RF 0.00 2 A307 0.500 0 1 3.90 4.42 5.26 0.88 PURLINS: Bolt_Capacity Surf Frm_Line Brace ----Bolt_Selected--- ---Shear--- --Bearing-- Id Id Type Loc No. Type Dia Wshr Calc Allow Calc Allow Ratio 2 1 EW 11.43 2 A307 0.500 0 0.96 4.42 0.96 7.78 0.22 2 2 RF 11.43 2 A307 0.500 0 2.16 4.42 1.63 7.78 0.49 2 3 RF 11.43 2 A307 0.500 0 2.16 4.42 1.63 7.78 0.49 1 2 4 RF 11.43 2 A307 0.500 0 0.96 4.42 0.96 7.78 0.22 2 1 EW 20.00 2 A307 0.500 0 0.00 4.42 0.00 7.78 0.00 1 2 2 RF 20.00 2 A307 0.500 0 0.62 4.42 0.42 7.78 0.14 2 3 RF 20.00 2 A307 0.500 0 0.62 4.42 0.42 7.78 0.14 2 4 RF 20.00 2 A307 0.500 0 0.00 4.42 0.00 7.78 0.00 3 1 EW 20.00 2 A307 0.500 0 0.00 4.42 0.00 7.78 0.00 3 2 RF 20.00 2 A307 0.500 0 0.62 4.42 0.42 7.78 0.14 3 3 RF 20.00 2 A307 0.500 0 0.62 4.42 0.42 7.78 0.14 3 4 RF 20.00 2 A307 0.500 0 0.00 4.42 0.00 7.78 0.00 3 1 EW 28.57 2 A307 0.500 0 0.96 4.42 0.96 7.78 0.22 . 3 2 RF 28.57 2 A307 0.500 0 2.16 4.42 1.63 7.78 0.49 3 3 RF 28.57 2 A307 0.500 0 2.16 4.42 1.63 7.78 0.49 3 4 RF 28.57 2 A307 0.500 0 0.96 4.42 0.96 7.78 0.22 Barbone-M Roof Design Weight Summary 9/20/07 8:41am Roof Purlins = .4967.70 Eave Struts = 679.50 struts = 287.25 Roof Bracing = 26.30 Wall Bracing = 59.09 Total = 6019.83 Barbone-M Roof Design Warning Report 9/20/07 8:41am Page 67 /16 SWDES-B.OUT '=Barbone-M sidewall Design Input 9/20/07 8:41am *( 1)JOBID: 'Barbone-M' *( 2)PROGRAM OPTIONS: sidewali Run Run Lap * Id Girt Panel Stiff ,B' 'Y' 'Y' 1.00 *( 3)DESIGN• CODE: *Design ---steel_Code--- ---Build--- Seismic • Code cold Hot Country Code Year Zone 'WS' 'AIS196' 'AISC89' '----' 'IBC ' '03' 'C ' *( 4)DESIGN CONSTANTS: ---Strength_Factors-- * Stress_Ratio ---Seismic--- * Girt Panel wind Frame Brace 1.00 1.00 1.0000 1.0000 1.0000 *( 5)STEEL YIELDS: • web Fig C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 46.0 55.0 57.0 55.0 50.0 50.0 36.0 50.0 55.0 55.0 ( 6)DEFLECTION LIMITS: • ---Girt--- --Panel--- Part • Wall Facia Wall Facia Wall 120. ' 120. 120. 120. 120. *( 7)REPORTS: * Input . wall Door Wall * Echo Girt Jamb Panel '1, 'Y' 'Y' 'Y' *( 8)BUILDING TYPE: • Build L_Expand_EW R_Expand_EW * Type Use offset Use Offset 'FF-' 'N ' 16.000 'Y ' 16.000 *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord offset * surf (ft) (ft) (in) 4 0.0000 16.0000 0.250 20.0000 22.6667 8.250 40.0000 16.0000 8.250 40.0000 0.0000 0.250 *(10)SIDEWALL BAY SPACING: * sets_Of Bay No. * Bays width Bays 1 25.0000 3 *(11)FRAMED OPENINGS: ;• No. Bay Open Open Open Open Sill Base Set Member Remove * open id width Height offset Type Height Eiev Depth Select Panel 0 *(12)PARTIAL WALLS: • Set_Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height Page 1 1/ 7 SWDES-B.OUT 0 *(13)GIRT DESIGN: • Girt Flg_Brace Set Set Max Max_Unbr • Type Out In Depth Lap Space Length 'ZB' °C' 'N' 0.000 0.0000 7.3333 8.0000 *(14)GIRT LOCATION: :, Set No. Girt -, Loc Girt Location 'P' 1 7.3333 *(15)SPECIAL GIRT: :, Sets_Of --Bay_Id-- Girt Girt Girt .. Girts Start End Height Type Rotate Use 0 *(16)WALL PANELS/GUTTERS: • Wall Gutter Insulation • Panel Use Type width Use Thick 'SSPAN-X6' °-' 'N' 0.000 'N' 3.000 *(17)FACIA/PARAPET: •• Location Edge_Extend * No. Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount 0 *(18)FACIA/PARAPET GIRTS: *Ext ----Top---- --Interior- ---Gutter-- ---Back_Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(19)BASIC LOADS: ---Deflection--- wind * Basic Load_Ratio Load ---Seismic--- * wind snow Wind Seis Factor Dead Coeff 15.7 1.00 1.00 1.00 1.00 2.00 0.0000 *(20)EDGE ZONE: • Zone Col/ :, width Girt Panel Jamb 4.000 1.07 1.00 1.07 *(21)wIND PRESSURE/SUCTION: Wind wind * Pressure Suction 15.1 -16.7 . . Girt/Header 18.6 -24.8 . . Panel • 15.0 -16.4 . . Jamb 28.3 -17.3 . . Parapet Girt *(22)GIRT LAPS: Data Set_1 Set_2 Set_3 • opt Sets Left Right Quan Left Right Quan Left Right Quan 0 *(23)GIRT STRAPS: Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan strap Quan Strap Quan -' 0 • Code file used was Ew_IBC.03 version 1.0 Page 2 c SWDES-B.OUT Barbone-M sidewall Design Code 9/20/07 8:41am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : AIS196 BUILDING CODE: wind code : IBC Year : 03 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled steel : 29000 (ksi ) Cold Formed steel : 29500 (ksi ) Barbone-M Girt Design Report 9/20/07 8:41am GIRT: LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay ---Lap(ft)-- Girt No. Girt Id size width Left Right Location Brace weight 1 8x25z16 23.67 1.00 3.6667 0 68.8 2 8x25z16 25.00 1.00 1.00 3.6667 0 75.3 3 8x25z16 25.00 1.00 3.6667 0 72.5 216.7 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.51 -0.74 -0.80 0.00 -2.39 9.28 2.57 3.34 2 0.68 0.62 -0.65 -0.71 3.34 2.69 -0.81 12.25 3.01 3.69 3 0.84 0.78 -0.54 3.69 2.87 -2.68 15.16 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- Page 3 SWDES-B.OUT 1 RL -0.74 2.34 0.32 RL 2.57 4.97 0.52 RL 0.37 -0.84 2.37 2 RL -0.65 2.34 0.28 RL 3.01 4.67 0.64 RL 0.44 -0.06 2.50 3 LL 0.78 2.34 0.34 LL 2.87 4.97 0.58 LL 0.45 -1.06 2.50 WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0. 58 0.82 0.88 0.00 2.65 9.38 -2.85 -3.70 2 -0.75 -0.69 0.72 0.78 -3.70 -2.98 0.89 12.25 -3.34 -4.09 3 -0.93 -0.87 0.62 -4.09 -3.19 2.98 15.02 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uC Loc Uc Calc Allow 1 RL 0.82 2.34 0.35 Ms 2.65 3.48 0.76 RL 0.45 0.94 2.37 2 RL 0.72 2.34 0.31 RL -3.34 4.97 0.67 RL 0.55 0.06 2.50 3 LL -0.87 2.34 0.37 MS 2.98 3.48 0.86 LL 0.55 1.18 2.50 Barbone-M Girt Design Report 9/20/07 8:41am GIRT: LEVEL # 2 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay ---Lap(ft)-- Girt No. Girt Id Size width Left Right Location Brace weight 1 8x25z16 23.67 1.00 7.3333 0 68.8 2 8x25z16 25.00 1.00 1.00 7.3333 0 75.3 3 8x25z16 25.00 1.00 7.3333 0 72.5 216.7 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.54 -0.77 -0.83 0.00 -2.49 9.28 2.69 3.49 Page 4 t20 SWDES-B.OUT 2 0.71 0.65 -0.68 -0.74 3.49 2.81 -0.85 12.25 3.14 3.85 3 0.88 0.82 -0.57 3.85 3.01 -2.80 15.16 0.00 STRENGTH/DEFLECTION; span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow uC Loc Calc Allow uC Loc uC Calc Allow 1 RL -0.77 2.34 0.33 RL 2.69 4.97 0.54 RL 0.40 -0.88 2.37 2 RL -0.68 2.34 0.29 RL 3.14 4.67 0.67 RL 0.49 -0.06 2.50 3 LL 0.82 2.34 0.35 LL 3.01 4.97 0.61 LL 0.49 -1.11 2.50 WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.61 0.86 0.92 0.00 2.77 9.38 -2.98 -3.87 2 -0.78 -0.72 0.75 0.82 -3.87 -3.11 0.93 12.25 -3.49 -4.27 3 -0.97 -0.91 0.65 -4.27 -3.33 3.11 15.02 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc talc Allow uc Loc Calc Allow uC Loc Uc Calc Allow 1 RL 0.86 2.34 0.37 MS 2.77 3.48 0.80 RL 0.49 0.98 2.37 2 RL 0.75 2.34 0.32 RL -3.49 4.97 0.70 RL 0.60 0.07 2.50 3 LL -0.91 2.34 0.39 MS 3.11 3.48 0.90 LL 0.60 1.24 2.50 Barbone-M Girt Design Report 9/20/07 8:41am GIRT: LEVEL # 3 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay ---Lap(ft)-- Girt No. Girt Id size width Left Right Location Brace weight 1 8x25z16 23.67 1.00 11.3333 0 68.8 2 8x25z16 25.00 1.00 1.00 11.3333 0 75.3 3 8x25z16 25.00 1.00 11.3333 0 72.5 216.7 WIND PRESSURE : Page 5 SWDES-B.OUT GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.56 -0.81 -0.87 0.00 -2.60 9.28 2.81 3.65 2 0.74 0.68 -0.71 -0.77 3.65 2.94 -0.89 12.25 3.28 4.02 3 0.92 0.86 -0.59 4.02 3.14 -2.92 15.16 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.81 2.34 0.35 RL 2.81 4.97 0.57 RL 0,44 -0.92 2.37 2 RL -0.71 2.34 0.30 RL 3.28 4.67 0.70 RL 0.53 -0.07 2.50 3 LL 0.86 2.34 0.37 LL 3.14 4.97 0.63 LL 0.53 -1.16 2.50 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.63 0.89 0.96 0.00 2.89 9.38 -3.11 -4.03 2 -0.82 -0.75 0.79 0.85 -4.03 -3.25 0.98 12.25 -3.64 -4.46 3 -1.01 -0.95 0.67 -4.46 -3.48 3.25 15.02 0.00 STRENGTH/DEFLECTION: span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow UC Loc Cale Allow UC Loc UC Calc Allow 1 RL 0.89 2.34 0.38 MS 2.89 3.48 0.83 RL 0.54 1.02 2.37 2 RL 0.79 2.34 0.34 RL -3.64 4.97 0.73 RL 0.65 0.07 2.50 3 LL -0.95 2.34 0.41 MS 3.25 3.48 0.93 LL 0.65 1.29 2.50 Barbone-M Wall Panel Report 9/20/07 8:41am PANEL DATA: Bay Part Type Gage Yield 1 SSPAN-X6 sx 26.00 80.0 • MOMENTS & DEFLECTION: Moment(ft-lb/ft) Page 6 SWDES-B.OUT span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 3.67 wP 26.3 147.2 0.18 -19.5 110.2 0.18 -0.03 0.37 0.10 ws -35.1 110.2 0.32 26.0 147.2 0.18 0.05 0.37 0.13 2 3.67 wP 26.3 147.2 0.18 -8.4 110.2 0.08 -0.01 0.37 0.02 ws -35.1 110.2 0.32 11.1 147.2 0.08 0.01 0.37 0.03 3 4.00 wP 32.3 147.2 0.22 -11.5 110.2 0.10 -0.02 0.40 0.04 wS -43.1 110.2 0.39 15.3 147.2 0.10 0.02 0.40 0.05 4 4.00 wP 32.3 147.2 0.22 -22.8 110.2 0.21 -0.05 0.40 0.12 wS -43.1 110.2 0.39 30.4 147.2 0.21 0.06 0.40 0.16 Barbone-M weight summary 9/20/07 8:41am Girts = 650.07 Frame openings = 0.00 650.07 Barbone-M sidewall Design warning Report 9/20/07 8:41am . . No Warnings Page 7 • 1)3 SWDES-F.OUT -'°Barbone-M Sidewall Design Input 9/20/07 8:41am *( 1)JOBID: 'Barbone-M' '`( 2)PROGRAM OPTIONS: 'Sidewall Run Run Lap • Id Girt Panel stiff `F' 'Y' 'Y' 1.00 ( 3)DESIGN CODE: *Design ---Steel_code--- ---Build--- Seismic * node cold Hot Country code Year Zone 'WS' 'AI5196' 'AISC89' 1----"IBC ' '03' 'C ' `( 4)DESIGN CONSTANTS: ---Strength_Factors-- :, Stress_Ratio ---Seismic--- * Girt Panel Wind Frame Brace 1.00 1.00 1.0000 1.0000 1.0000 *( 5)STEEL YIELDS: :; Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 46.0 55.0 57.0 55.0 50.0 50.0 36.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: • ---Girt--- --Panel--- Part • wall Facia wall Facia Wall 120. 120. 120. 120. 120. *( 7)REPORTS: * Input Wall Door wall * Echo Girt Jamb Panel `Y' `Y° 'Y' *( 8)BUILDING TYPE: • Build L_Expand_EW R_Expand_EW • Type use offset Use offset 'FF-' 'N ' 16.000 'Y ' 16.000 • *( 9)SURFACE SHAPE: •• No. x_coord Y_Coord offset * surf (ft) (ft) (in) 4 0.0000 16.0000 0.250 20.0000 22.6667 8.250 40.0000 16.0000 8.250 40.0000 0.0000 0.250 *(10)SIDEWALL BAY SPACING: • Sets_of Bay No. •• Bays width Bays 1 25.0000 3 *(11)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove • open Id width Height offset Type Height Elev Depth Select Panel 2 1 14.0000 14.0000 8.5000 52 0.0000 0.000 0.000 'CU' 'Y' 2 14.0000 14.0000 2. 5000 52 0.0000 0.000 0.000 'Cu' 'Y' *(12)PARTIAL WALLS: • Set_of Base Full --Bay_Id-- Wall Page 1 SWDES-F.OUT * Bays Type Load Start End Height 0 *(13)GIRT DESIGN: * Girt Flg_Brace Set Set Max Max_Unbr ., Type Out In Depth Lap Space Length 'ZB° 'C' 'N' 0.000 0.0000 7.3333 8.0000 *(14)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'P' 1 7.3333 (15)SPECIAL GIRT: • sets_Of --Bay_Id-- Girt Girt Girt • Girts Start End Height Type Rotate Use 0 *(16)WALL PANELS/GUTTERS: * wall Gutter Insulation • Panel Use Type width Use Thick 'SSPAN-X6' '-' 'N' 0.000 'N' 3.000 • *(17)FACIA/PARAPET: Location Edge_Extend • No. Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount 0 *(18)FACIA/PARAPET GIRTS: *Ext ----Top---- --Interior- ---Gutter-- ---Back_Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(19)BASIC LOADS: ---Deflection--- wind •• Basic Load_Ratio Load ---Seismic--- * wind Snow wind seis Factor Dead coeff 15.7 1.00 1.00 1.00 1.00 2.00 0.0000 *(20)EDGE ZONE: ;_ Zone Col/ * Width Girt Panel Jamb 4.000 1.07 1.00 1.07 *(21)WIND PRESSURE/SUCTION: Wind Wind Pressure Suction 15.1 -16.7 . . Girt/Header 18.6 -24.8 . . Panel 15.0 -16.4 . . Jamb 28.3 -17.3 . . Parapet Girt *(22)GIRT LAPS: Data Set_1 Set_2 Set_3 • Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 *(23)GIRT STRAPS: Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *opt Sets Strap Quan Strap Quan strap Quan Strap Quan 0 • Code file used was EW_IBC.03 Version 1.0 Page 2 1)5 SWDES-F.OUT Barbone-M Sidewall Design Code 9/20/07 8:41am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : AIS196 BUILDING CODE: wind Code : IBC Year : 03 Seismic zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed steel : 29500 (ksi ) Barbone-M Girt Design Report 9/20/07 8:41am GIRT: LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay ---Lap(ft)-- Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8X25Z16 8.13 3.6667 0 22.7 22.7 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.22 -0.22 0.00 -0.46 4.06 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uc Loc calc Allow Uc Loc uC Calc Allow 1 LS 0.22 2.34 0.10 MS -0.46 4.97 0.09 LL 0.01 -0.02 0.81 Page 3 ---------------- --- --------- --- -------- / SWDES-F.OUT WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.26 0.25 0.00 0.52 4.13 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uC Loc UC Calc Allow 1 LS -0.26 2.34 0.11 MS 0.52 3.05 0.17 LL 0.01 0.03 0.81 Barbone-M Girt Design Report 9/20/07 8:41am GIRT: LEVEL # 1 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay ---Lap(ft)-- Girt No. Girt Id Size width Left Right Location Brace Weight 1 8x25z16 2.13 3.6667 0 5.9 2 8x25z16 2.13 3.6667 0 5.9 11.9 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.04 -0.07 0.00 -0.02 0.80 0.03 2 0.07 -0.04 0.03 -0.02 1.33 0.00 STRENGTH/DEFLECTION: • Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc uC Calc Allow 1 RS -0.07 2.34 0.03 RS 0.03 4.97 0.01 LS 0.00 0.00 0.21 2 LS 0.07 2.34 0.03 LS 0.03 4.97 0.01 LS 0.00 0.00 0.21 Page 4 1 SWDES-F.OUT WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.05 0.08 0.00 0.02 0.80 -0.03 2 -0.08 0.05 -0.03 0.02 1.33 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow uC Loc Calc Allow uC Loc uC Calc Allow 1 RS 0.08 2.34 0.03 RS -0.03 4.97 0.01 Ls 0.00 0.00 0.21 2 LS -0.08 2.34 0.03 LS -0.03 4.97 0.01 Ls 0.00 0.00 0.21 Barbone-M Girt Design Report 9/20/07 8:41am GIRT: LEVEL # 1 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay ---Lap(ft)-- Girt No. Girt Id Size Width Left Right Location Brace weight 2 8x25z16 8.13 1.00 3.6667 0 25.5 3 8x25z16 23.67 1.00 3.6667 0 68.8 94.3 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.17 -0.57 -0.62 0.00 1.16 4.06 2.64 3.23 3 0.79 0.74 -0.52 3.23 2.47 -2.43 14.30 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Page 5 if)e SWDES-F.OUT Id Loc Calc Allow UC Loc Calc Allow UC Loc uC Calc Allow _ 2 RL -0.57 2.34 0.24 RL 2.64 4.44 0.59 RL 0.34 0.02 3 LL 0.74 2.34 0.32 LL 2.47 4.97 0.50 LL 0.35 -0.87 2.37 WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.19 0.63 0.69 0.00 -1.28 4.06 -2.91 -3.57 3 -0.88 -0.81 0.58 -3.57 -2.73 2.70 14.20 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc calc Allow UC Loc UC Calc Allow 2 RL 0.63 2.34 0.27 RL -2.91 4.97 0.59 RL 0.42 -0.03 3 LL -0.81 2.34 0.35 MS 2.70 3.48 0.78 LL 0.42 .0.97 2.37 Barbone-M Girt Design Report 9/20/07 8:41am GIRT: LEVEL # 2 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay ---Lap(ft)-- Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8x25z16 8.13 7.3333 0 22.7 22.7 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.24 -0.24 0.00 -0.48 4.06 0.00 STRENGTH/DEFLECTION: Page 6 )02/ SWDES-F.OUT Span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uC calc Allow - 1 RS -0.24 2.34 0.10 MS -0.48 4.97 0.10 LL 0.01 -0.03 0.81 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0,27 0.26 0.00 0.55 4.13 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uc calc Allow 1 LS -0.27 2.34 0.12 MS 0.55 3.05 0.18 LL 0.01 0.03 0.81 Barbone-M Girt Design Report 9/20/07 8:41am GIRT: LEVEL # 2 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay ---Lap(ft)-- Girt No. Girt Id size width Left Right Location Brace weight 1 8x25z16 2.13 7.3333 0 5.9 2 8x25z16 2.13 7,3333 0 5.9 11.9 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.05 -0.08 0.00 -0.02 0.80 0.03 2 0.08 -0.05 0.03 -0.02 1.33 0.00 Page 7 • ) 30 SWDES-F.OUT STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc talc Allow UC Loc talc Allow UC Loc UC talc Allow 1 RS -0.08 2.34 0.03 RS 0.03 4.97 .0.01 LS 0.00 0.00 0.21 2 LS 0.08 2.34 0.03 LS 0.03 4.97 0.01 LS 0.00 0.00 0.21 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.05 0.09 0.00 0.02 0.80 -0.04 2 -0.09 0.05 -0.04 0.02 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc talc Allow UC Loc UC Calc Allow 1 RS 0.09 2.34 0.04 RS -0.04 4.97 0.01 LS 0.00 0.00 0.21 2 LS -0.09 2.34 0.04 LS -0.04 4.97 0.01 LS 0.00 0.00 0.21 , Barbone-M Girt Design Report 9/20/07 8:41am GIRT: LEVEL # 2 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay ---Lap(ft)-- Girt No. Girt Id Size Width Left Right Location Brace weight 2 8x25z16 8.13 1.00 7.3333 0 25.5 3 8x25z16 23.67 1.00 7.3333 0 68.8 94.3 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 8 ) / r SWDES-F.OUT 2 -0.19 -0.60 -0.66 0.00 1.25 4.06 2.83 3.46 3 0.83 0.77 -0.54 3.46 2.66 -2.51 14.36 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow UC Loc calc Allow uC Loc UC Caic Allow 2 RL -0.60 2.34 0.26 RL 2.83 4.44 0.64 RL 0.39 -0.03 3 LL 0.77 2.34 0.33 LL 2.66 4.97 0.54 LL 0.40 -0.89 2.37 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.21 0.67 0.73 0.00 -1.39 4.06 -3.13 -3.83 3 -0.92 -0.86 0.61 -3.83 -2.94 2.78 14.26 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow UC Loc calc Allow uC Loc UC Calk Allow 2 RL 0.67 2.34 0.29 RL -3.13 4.97 0.63 RL 0.48 0.03 3 LL -0.86 2.34 0.37 MS 2.78 3.48 0.80 LL 0.49 0.99 2.37 Barbone-M Girt Design Report 9/20/07 8:41am GIRT: LEVEL # 3 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay ---Lap(ft)-- Girt No. Girt Id size width Left Right Location Brace weight 1 8X25z16 8.13 ---- 11.3333 0 22.7 22.7 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Page 9 ) 32 • SWDES-F.OUT Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.25 -0.25 0.00 -0.50 4.06 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.25 2.34 0.11 MS -0.50 4.97 0.10 RL 0.01 -0.03 0.81 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.29 0.28 0.00 0.57 4.13 0.00 STRENGTH/DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 Ls -0.29 2.34 0.12 MS 0.57 3.05 0.19 LL 0.01 0.03 0.81 Barbone-M Girt Design Report 9/20/07 8:41am GIRT: LEVEL # 3 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay ---Lap(ft)-- Girt No. Girt Id size width Left Right Location Brace weight 1 8x25z16 2.13 11.3333 0 5.9 2 8x25z16 2.13 11.3333 0 5.9 11.9 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Page 10 -- - --------- -- ------------- )3:3 SWDES-F.OUT Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.05 -0.08 0.00 -0.02 0.80 0.03 2 0.08 -0.05 0.03 -0.02 1.33 0.00 STRENGTH/DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.08 2.34 0.03 RS 0.03 4.97 0.01 LS 0.00 0.00 0.21 2 LS 0.08 2.34 0.03 LS 0.03 4.97 0.01 LS 0.00 0.00 0.21 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.05 0.09 0.00 0.02 0.80 -0.04 2 -0.09 0.05 -0.04 0.02 1.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- mom+shr Deflection(in) Id Loc calc Allow UC Loc talc Allow UC Loc uC Calc Allow 1 RS 0.09 2.34 0.04 RS -0.04 4.97 0.01 LS 0.00 0.00 0.21 2 LS -0.09 2.34 0.04 LS -0.04 4.97 0.01 LS 0.00 0.00 0.21 Barbone-M Girt Design Report 9/20/07 8:41am GIRT: LEVEL # 3 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay ---Lap(ft)-- Girt No. Girt Id Size width Left Right Location Brace weight 2 8X25216 8.13 1.00 11.3333 0 25.5 3 8x25z16 23.67 1.00 11.3333 0 68.8 94.3 WIND PRESSURE : Page 11 )3 L4 SWDES-F.OUT GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.18 -0.61 -0.67 0.00 1.22 4.06 2.80 3.43 3 0.86 0.80 -0.57 3.43 2.60 -2.69 14.24 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RL -0.61 2.34 0.26 RL 2.80 4.44 0.63 RL 0.38 0.08 3 LL 0.80 2.34 0.34 MS -2.69 4.97 0.54 LL 0.39 -0.98 2.37 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.20 0.67 0.74 0.00 -1.35 4.06 -3.09 -3.80 3 -0.95 -0.88 0.64 -3.80 -2.88 2.98 14.13 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow uC Loc Calc Allow uC Loc UC Calc Allow 2 RL 0.67 2.34 0.29 RL -3.09 4.97 0.62 RL 0.47 -0.09 3 LL -0.88 2.34 0.38 MS 2.98 3.48 0.86 LL 0.48 1.08 2.37 Barbone-M Sidewall Jamb/Header Summary 9/20/07 8:41am JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id size Length weight 1 Jamb-L 8X35C14 15.33 58.4 1 Jamb-R 8X35c14 15.33 58.4 1 Header 8x35c14 14.00 53.3 2 Jamb-L 8x35c14 15.33 58.4 2 Jamb-R 8x35c14 15.33 58.4 2 Header 8x35c14 14.00 53.3 STRENGTH/DEFLECTION: Bay Member Ld ----Shear(k ) ---Moment(f-k )-- Mom+ Deflect(in) Page 12 • L15 SWDES-F.OUT Id Id Id Calc vn/sf UC Calc Mn/sf UC Shear Calc Allow 1 Jamb-L WP -1.18 5.02 0.24 - -4.97 7.05 0.70 0.50 -0.58 1.53 ws 1.30 5.02 0.26 5.47 7.05 0.78 0.60 0.63 1.53 Jamb-R WP 0.22 5.02 0.04 0.08 7.05 0.01 0.00 -0.02 1.53 ws -0.24 5.02 0.05 -0.09 7.05 0.01 0.00 0.02 1.53 Header WP -0.07 5.02 0.01 -0.25 7.05 0.03 0.00 -0.02 1.40 ws 0.08 5.02 0.02 0.27 3.65 0.07 0.00 0.03 1.40 2 Jamb-L WP 0.22 5.02 0.04 0.08 7.05 0.01 0.00 -0.02 1.53 ws -0.24 5.02 0.05 -0.09 7.05 0.01 0.00 0.02 1.53 Jamb-R WP -0.54 5.02 0.11 -1.69 7.05 0.24 0.00 -0.21 1.53 ws 0.59 5.02 0.12 1.85 7.05 0.26 0.00 0.23 1.53 Header WP -0.07 5.02 0.01 -0.25 7.05 0.03 0.00 -0.02 1.40 ws 0.08 5.02 0.02 0.27 3.65 0.07 0.00 0.03 1.40 Barbone-M wall Panel Report 9/20/07 8:41am PANEL DATA: Bay Part Type Gage Yield 1 SSPAN-X6 SX 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft-lb/ft) span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 3.67 WP 26.3 147.2 0.18 -19.5 110.2 0.18 -0.03 0.37 0.10 ws -35.1 110.2 0.32 26.0 147.2 0.18 0.05 0.37 0.13 2 3.67 WP 26.3 147.2 0.18 -8.4 110.2 0.08 -0.01 0.37 0.02 WS -35.1 110.2 0.32 11.1 147.2 0.08 0.01 0.37 0.03 3 4.00 WP 32.3 147.2 0.22 -11.5 110.2 0.10 -0.02 0.40 0.04 ws -43.1 110.2 0.39 15.3 147.2 0.10 0.02 0.40 0.05 4 4.00 WP 32.3 147.2 0.22 -22.8 110.2 0.21 -0.05 0,40 0.12 ws -43.1 110.2 0.39 30.4 147.2 0.21 0.06 0.40 0.16 Barbone-M weight summary 9/20/07 8:41am Girts = 386.42 Frame Openings = 340.36 726.78 Barbone-M Sidewall Design Warning Report 9/20/07 8:41am . . No Warnings Page 13 Permit# Permit Date ilrY6 1 FILE COPY COMcheck Software Version 3.2.0 Envelope Compliance Certificate New York State Energy Conservation Construction Code Report Date: 10/17/07 Data filename:C:\ACAD\West Mountain Ski Center\West-mtn.cck Section 1: Project Information Project Title: New Maintenance Shop-West Mtn.Ski Center Construction Site: Owner/Agent: Designer/Contractor: 59 West Mtn.Road Mike Barbone Ethan P.Hall Queensbury,NY 12804 West Mtn.Ski Center Rucinski Hall Architecture 59 West mtn.Road 627 Maple Ave Queensbury,NY 12804 Saratoga Springs,NY 12866 793-6606 518-580-1905 mikeb@skiwestmountain.com ephall@nycap.rr.com Section 2: General Information Building Location(for weather data): Warren,New York Climate Zone: 15 Heating Degree Days(base 65 degrees F): 7635 Cooling Degree Days(base 65 degrees F): 366 Project Type: New Construction Vertical Glazing/Wall Area Pct.: 0% Building Type Floor Area Other 3000 Section 3: Requirements Checklist Envelope PASSES:Design 1%better than code. Climate-Specific Requirements: Component Name/Description Gross Atea Cavity Cont. Proposed Budget or R-Value R-Value U-Factor U-Factor Perimeter Roof 1:Metal Roof with Thermal Blocks 3000 30.0 0.0 0.050 0.051 Exterior Wall 1:Metal Wall without Thermal Blocks 3850 30.0 0.0 0.076 0.074 Door 1:Solid 21 --- --- 0.300 0.120 Door 2:Solid 21 --- --- 0.300 0.120 Door 3:Overhead 252 --- --- 0.070 0.120 Door 4:Overhead 196 — --- 0.070 0.120 Door 5:Overhead 196 --- --- 0.070 0.120 Floor 1:Slab-On-Grade:Heated,Vertical 4 ft. 230 --- 10.0 --- --- (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. Air Leakage,Component Certification,and Vapor Retarder Requirements: ❑ 1. All joints and penetrations are caulked,gasketed,weather-stripped,or otherwise sealed. ❑ 2. Windows,doors,and skylights certified as meeting leakage requirements. New Maintenance Shop-West Mtn.Ski Center Page 1 of 8 _T t ❑ 3. Component R-values&U-factors labeled as certified. U 4. Insulation installed according to manufacturer's instructions,in substantial contact with the surface being insulated,and in a manner that achieves the rated R-value without compressing the insulation. ❑ 5. Fireplaces installed with tight fitting non-combustible fireplace doors. ❑ 6. Stair,elevator shaft vents,and other dampers integral to the building envelope are equipped with motorized dampers. U 7. Cargo doors and loading dock doors are weather sealed. ❑ 8. Recessed lighting fixtures are:(i)Type IC rated and sealed or gasketed;or(ii)installed inside an appropriate air-tight assembly with a 0.5 inch clearance from combustible materials and with 3 inches clearance from insulation material. U 9. Vapor retarder installed. Section 4: Compliance Statement Compliance Statement:The proposed envelope design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application.The proposed envelope system has been designed to meet the New York State Energy Conservation Construction Code requirements in COMcheck Version 3,2.0 and to comply with the mandatory requirements in the Requirements Checklist. When a Registered Design Professional has stamped and signed this page,they are attesting that to the best of his/her knowledge, belief,and professional' dgment,such plans or s ifcatio•• -- C. pliance with this Code. oc't--`loth Principal Envelope Designer-Name Signature Date —„Etc tc New Maintenance Shop-West Mtn.Ski Center Page 2 of 8 j l - t Permit# Permit Date rirt COMcheck Software Version 3.2.0 Lighting and Power Compliance Certificate New York State Energy Conservation Construction Code Report Date: 10/17/07 Data filename:C:WCAD\West Mountain Ski Center\West-mtn.cck Section 1: Project Information Project Title: New Maintenance Shop-West Mtn.Ski Center Construction Site: Owner/Agent: Designer/Contractor: 59 West Mtn.Road Mike Barbone Ethan P.Hall Queensbury,NY 12804 • West Mtn.Ski Center Rucinski Hall Architecture 59 West mtn.Road 627 Maple Ave Queensbury,NY 12804 Saratoga Springs,NY 12866 793-6606 518-580-1905 mikeb@skiwestmountain.com ephall@nycap.rr.com Section 2: General Information Building Use Description by: Project Type: New Construction Building Type Floor Area Other 3000 Section 3: Requirements Checklist Interior Lighting: ❑ 1. Total actual watts must be less than or equal to total allowed watts. Allowed Watts Actual Watts Complies 1800 1500 YES ❑ 2. Exit signs 5 Watts or less per side. Exterior Lighting: ❑ 3. Efficacy greater than 45 lumens/W. Exceptions: Specialized lighting highlighting features of historic buildings;signage;safety or security lighting;low-voltage landscape lighting. Controls,Switching,and Wiring: ❑ 4. Independent controls for each space(switch/occupancy sensor). Exceptions: Areas designated as security or emergency areas that must be continuously illuminated. Lighting in stairways or corridors that are elements of the means of egress. ❑ 5. Master switch at entry to hotel/motel guest room. ❑ 6. Individual dwelling units separately metered. ❑ 7. Each space provided with a manual control to provide uniform light reduction capability. Exceptions: New Maintenance Shop-West Mtn.Ski Center Page 3 of 8 , P. J P Only one luminaire in space; An occupant-sensing device controls the area; The area is a corridor,storeroom,restroom,public lobby or guest room; Areas greater than 250 sq.ft. ❑ 8. Automatic lighting shutoff control in spaces greater than 250 sq.ft in buildings larger than 5,000 sq.ft. ❑ 9. Photocell/astronomical time switch on exterior lights. Exceptions: Lighting intended for 24 hour use. ❑ 10. Tandem wired one-lamp and three-lamp ballasted luminaires(No single-lamp ballasts). Exceptions: Electronic high-frequency ballasts;Luminaires not on same switch. ❑ 11. Transformers meet minimum efficiencies listed in Table 805.6.1 or 805.6.2. Section 4: Compliance Statement Compliance Statement:The proposed lighting design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application.The proposed lighting system has been designed to meet the New York State Energy Conservation Construction Code requirements in COMcheck Version 3.2.0 and to comply with the mandatory requirements the Requirements Che�linst. "k�t3 YPP C CA .; ' 1/ ri 00[7 Principal Lighting Designer-Name Signature Date New Maintenance Shop-West Mtn.Ski Center Page 4 of 8 ,. e Permit# Permit Date ir6 COMcheck Software Version 3.2.0 Lighting Application Worksheet New York State Energy Conservation Construction Code Report Date: Data filename:C:\ACAD\West Mountain Ski Center\West-mtn.cck Section 1: Allowed Lighting Power Calculation A B C D Floor Area Allowed Allowed Watts Watts/ft2 Other 3000 0.6 1800 Total Allowed Watts= 1800 Section 2: Actual Lighting Power Calculation A B C D E Fixture ID:Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. HID 1:Metal Halide 100W/Electronic 1 8 180 1440 Incandescent 1:Incandescent 60W 1 1 60 60 Total Actual Watts= 1500 Section 3: Compliance Calculation If the Total Allowed Watts minus the Total Actual Watts is greater than or equal to zero,the building complies. Total Allowed Watts= 1800 Total Actual Watts= 1500 Project Compliance= 300 Lighting PASSES:Design 17%better than code. New Maintenance Shop-West Mtn.Ski Center Page 5 of 8 Permit# Permit Date COMcheck Software Version 3.2.0 Mechanical Compliance Certificate New York State Energy Conservation Construction Code Report Date: 10/17/07 Data filename:C:\ACAD\West Mountain Ski Center\West-mtn.cck Section 1: Project Information Project Title: New Maintenance Shop-West Mtn.Ski Center Construction Site: Owner/Agent: Designer/Contractor: 59 West Mtn.Road Mike Barbone Ethan P.Hall Queensbury,NY 12804 West Mtn.Ski Center Rucinski Hall Architecture 59 West mtn.Road 627 Maple Ave Queensbury,NY 12804 Saratoga Springs,NY 12866 793-6606 518-580-1905 mikeb@skiwestmountain.com ephall@nycap.rr.com Section 2: General Information Building Location(for weather data): Warren,New York Climate Zone: 15 Heating Degree Days(base 65 degrees F): 7635 Cooling Degree Days(base 65 degrees F): 366 Project Type: New Construction Section 3: Mechanical Systems List Quantity System Type&Description 1 Plant 1:Heating:Hot Water Boiler,Capacity<300 kBtu/h,Gas,with Waterloop Heatpump Section 4: Requirements Checklist Requirements Specific To: Plant 1 : ❑ 1. Newly purchased heating equipment meets the heating efficiency requirements ❑ 2. Loop temperature controlled with 20 degrees F deadband where neither cooling tower/fluid cooler nor boiler can operate ❑ 3. Two-position valve on each heat pump having total heat pump system power>10hp Generic Requirements: Must be met by all systems to which the requirement is applicable: ❑ 1. Load calculations per 2001 ASHRAE Fundamentals ❑ 2. Plant equipment and system capacity no greater than needed to meet loads Exception:Standby equipment automatically off when primary system is operating Exception:Multiple units controlled to sequence operation as a function of load ❑ 3. Hot water pipe insulation:1 in.for pipes<=1.5 in.and 2 in.for pipes>1.5 in.Chilled water/refrigerant/brine pipe insulation:1 in.for pipes<=1.5 in.and 1.5 in.for pipes>1.5 in.Steam pipe insulation:1.5 in.for pipes<=1.5 in.and 3 in.for pipes>1.5 in. Exception:Piping within HVAC equipment Exception:Fluid temperatures between 55 and 105 degrees F Exception:Fluid not heated or cooled Exception:Runouts<4 ft in length ❑ 4. Hot water distribution systems>=600 kBtu/h must have one of the following:a)controls that reset supply water temperature by 25%of supply/return delta T b)mechanical or electrical adjustable-speed pump drive(s)c)two-way valves at all heating New Maintenance Shop-West Mtn.Ski Center Page 6 of 8 coils d)multiple-stage pumps e)other system controls that reduce pump flow by at least 50%based on load-calculations required Section 5: Compliance Statement Compliance Statement:The proposed mechanical design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application.The proposed mechanical systems have been designed to meet the New York State Energy Conservation Construction Code requirements in COMcheck Version 3.2.0 and to comply with the mandatory requirements in the Requirements •ecklist. ►4411.1 Au... (1 wt.2o1 Principal Mechanical Designer-Name Signature Date New Maintenance Shop-West Mtn.Ski Center Page 7 of 8 IP° COMcheck Software Version 3.2.0 Mechanical Requirements Description New York State Energy Conservation Construction Code Report Date: Data filename:C:\ACAD\West Mountain Ski Center\West-mtn.cck The following list provides more detailed descriptions of the requirements in Section 4 of the Mechanical Compliance Certificate. Requirements Specific To: Plant 1 : 1. The specified heating equipment is covered by Federal minimum efficiency requirements.New equipment of this type can be assumed to meet or exceed New York State Energy Conservation Code requirements for equipment efficiency. 2. Loop temperature controlled with 20 degrees F deadband where neither cooling tower/fluid cooler nor boiler can operate. 3. Two-position valves must be provided on each heat pump where the total heat pump system power is greater than 10 hp. Generic Requirements: Must be met by all systems to which the requirement is applicable: 1. Design heating and cooling loads for the building must be determined using procedures in the ASHRAE Handbook of Fundamentals or an approved equivalent calculation procedure. 2. All equipment and systems must be sized to be no greater than needed to meet calculated loads.A single piece of equipment providing both heating and cooling must satisfy this provision for one function with the capacity for the other function as small as possible,within available equipment options. - Exception:The equipment and/or system capacity may be greater than calculated loads for standby purposes.Standby equipment must be automatically controlled to be off when the primary equipment and/or system is operating. - Exception:Multiple units of the same equipment type whose combined capacities exceed the calculated load are allowed if they are provided with controls to sequence operation of the units as the load increases or decreases. 3. All pipes serving space-conditioning systems must be insulated as follows:Hot water piping for heating systems: 1 in.for pipes <=1 1/2-in.nominal diameter 2 in.for pipes>1 1/2-in,nominal diameter.Chilled water,refrigerant,and brine piping systems:1 in.insulation for pipes<=1 1/2-in,nominal diameter 1 1/2 in.insulation for pipes>1 1/2-in.nominal diameter.Steam piping:1 1/2 in.insulation for pipes<=1 1/2-in.nominal diameter 3 in.insulation for pipes>1 1/2-in.nominal diameter. - Exception:Pipe insulation is not required for factory-installed piping within HVAC equipment. - Exception:Pipe insulation is not required for piping that conveys fluids having a design operating temperature range between 55 degrees F and 105 degrees F. - Exception:Pipe insulation is not required for piping that conveys fluids that have not been heated or cooled through the use of fossil fuels or electric power. - Exception:Pipe insulation is not required for runout piping not exceeding 4 ft in length and 1 in.in diameter between the control valve and HVAC coil. 4. Hot water distribution systems with total system capacities of 600 kBtu/h and greater must have controls that:a)automatically reset the hot water supply temperature,based on heating load,by at least 25%of the design supply-to-return water temperature difference orb)reduce pump flow by at least 50%of design flow rate by using-adjustable-speed drive(s)on pump(s)-multiple-stage pumps allowing at least 1/2 of the total pump horsepower to be automatically turned off-control valves designed to modulate or step down and close as a function of load-other approved means(supporting documentation or calculations must be submitted). New Maintenance Shop-West Mtn.Ski Center Page 8 of 8 t • s �f1,190 Cp�' iS s2. .. • h" }fit �£• rS g pmrcm S 4 • fA. .trt ifs. .j: I ? +: ,11 k� i` Y w ." > •it 4jf �?' �' • : ii 3www '''' \ wxuv�W:SA I,dvwbAddu'ela Ve,`e.M VeYe'bv'axsR,J, nwx0 no-7-xrw., aww mav<aacemaa a:uiwa:.4.04....44,.:9� �' =f e,stit iiiixraii" +"1.44V1 1. 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Y 1 ! .i$ rL,,�`., ' t 1 ynd ;)M " „ r fi. i LLyys� : ....�. ;» ` a�:,4,,i ,.nyo, ., w . 'F ` ' M;t7-. " ;A i'„,, j " rksA,— /,i`i`ahti..'_.,." a to, • ,[ :Y. ..,aj ( I ' V � i t �H�} ti LiIt } , ". Ag ' , ` N• � !] i-,4;.,.,.i, ' GAS BOILER 11, :Yw4S.,,, a:. wrtn '1, 4f„ Direct Vent :r ; : .:.,:;,.:....:.:, (Sealed Combustion) ,„ei, :tr.< �. •:�,iav"w.ra:x:"-::'?w .',�"h..",)`4 Water Net Ratings: ,: r, "t511.000 to µ;;:me"'' :=`,R,ia. Design122 vas e <:�.: Sealed Conibustion 41,;.`,k;;s,r::� •,` ,,,,,? ,,,, ,,;;;,,,,E„: ` ,,,.,u;':.;s:; The "Gs boiler has been design .� with a completely sealed base f•��ryy. :,. :' . ;• ,••rrr:.•"^i:,: "'p'""'"fl` for direct vent applications,The sealed base is totally enclosed ,'.J3,c . "aid ,i:,Yn:Ti:„:' ",,E.';. �.•����:ro� .-., , „a..,_..,.�;� - :.: . within�e boiler jacket prt�vidit�g a compact boiler design,The ;,.„q )Nz,y� ;x,..4ri;.:, >.x=.'-.... ,r A' i=-;:Y base has also been designed for easyservicing,Just remove the c,,,, •,, ••,. . topand front base arms,,and theentirer assembly ,..-._...... is '•• •...�' ''%4 osssibie for easy maintenance end service. 'J s; :'.S• J 4,.'v.,):":�. .;r. .. ,,rfi j, aaCR"i m ' M• High-GradeStainless Seel Burners European-designed,high-grade stainless steal : burners have internal venturi air flow(ethnology for .:.::: •,:•;:••• :... .. mo. rats mixture of fuel and air,This provides for ,..r: .;�:. ,.,.G9:--: •`� ; :�''p;:';:. .. - maximum efficiency in foal usage- These burners are made erati�?il(a Stgcr§tess steel• and r.� c;; �....... ..:T:+5W.:".::.;++—.:• desi nod so the burner ports provide ex aptianal • stability with natural or propane gas for quieter „„v.qtiti , .....,,:. ":: operation,longer life,and improved combustion, NAM 'd l60 'oN - - Alddns h11�n33s M/EZ : l l LOOZ .Z l 'noN ,, Venting Flexibility The CGs boiler hls the flexibility to be vented one of two way,, Dike ant t• '' on>Yg{� re tt uses outside 1�,, `+ '� € mbu on air with mta m tior air l,i1 1 . vro connector piping,seal at ell joints z ,. ,0 ,;,,� `"' , and seam This is also known as ' ' "sealed mrnbustiori.v This venting feature lowers fuel bolls by reducing sir infiltration and ;a rir.;:. ;..,;::„r, eliminates probers caused by indoor air contaminants. ' ,';'-.. M vented tro i a tt or through tier "o • provide outside air,use a arl •:or lumina pipe, .< dryer' apt or P: C. , .0..,. A Weil ain pa«,nt i w ti vent termination kit is . , ••,,,, furnished with every Cl3e as standardequipment. i'?fi=''`' S. a t•tir -ram sal t i also available aadditional , ,,, , ;it= 's s equipment ;!?; :.i. : A, 4.�..',R�,lf!M�•mM1m f,(�.rY ..a0, ClkYP.eS1 Lf '�+YA2:5`#4A rld .Pifrf .+. � f,. 1W4..1tkC91SY�mon& y� Non-direct Vent !Nz Nongitratt vent uses inside odmintstion air with rno .. .$ .0 '¢I. combustion air c n t r a.. a.,�_ piping. the C, .•boiler can be ` fo ref ydire either . �t,; !- t rr�s si.rt�. well 01r g the ruzit iai s ... i: tiM11„ A` ,- ..., '4. ,;,;''"','€fa r., BaCath50 Contienklitin COil occur"in the venting system whether your direct vent or non direct vent, a WeiNtIoLain approved AL29 4C stainless steel venting system must be used, To simplify condenseie removal, a drain connector is located in the vent system. 3 17 'd 1.60 'ON AlddfS A1nNO3i Wb'H : l l LOOZ 'ZL 'SON ....... .. ... .. .. ......w...,......,....w . ______......._71iM......... 1i11 WI YWI YI MYIiYYIWWII'.,. ,.. „::.i.,....0 ,ii) Sequence , ,r , -' - o Aeration • ' r5alfil • c.3 . # ,di:'.ni �::'.'' ,,e' :' '';Iti;'!" ,..4te ‘='v2s-41 ...'-;11(C.' , .':1; .0....'• '144Qi;,_ -'"''...‘,"'"' ' •-a } ..'.'• :C'".'.l J'e'P1.1,4eial'.i';Of':N,X.e-.i•.=i•.ik'"ii4g--,`4.. a " •. ..W" �...t!4cY. :uekw��.4.m.1'M{�5.��0'4'''.'4..°t.:.,;.eSt���j+��l,,,"r k, �w :•0 `,0,•3y-, fnv 'f :'a.:-"..: t:Hir.: x: ,r.v .. '. . f " r , ` Q � ii„ i yUri, C } ��i . n• ''f :, .; .' F.,it"YriY 5 r'i % ,,,G "1 l 1"""' .'' '4,)i'i,,' '1;H:2'L.,,,,k,,,,, .,, ,,:;,- , , • e Supply to:system I Flame rollout switch ',.� Control Module '2.) b Return from system j Air Inlet box TrarrsfQrm r c` Combustion air inlet k Pilot burner and bracket ( Inducer d flue outlet I Stainless steel burners r Air pressure switch e spas valve m Crest iron boiler sections • ,f Pressure iempereture gouge n Flue collector C Limit switch •• t Relief valve{riot visible) a Junction box Boiler circulator h Air vent Dorms on How the boiler works ..>, When a room thermostat ells for heat,the control module starts the system circulator and inducer. The control module runs the Inducer long enough to purge the boiler flue passages,then Operas the pilot valve and activates the pilot Ignition spark. The control module allows up to 15 seconds to establish pilot flame. If flame Is not sensed within 15 seconds. the control module will turn Aft the gas valve,flash the Flame light,and them enter a 15-second postpurge, The control module will then art a new cycle.This will continue indefinitely until pilot flame is established or power is Interrupted.Once pilot flame is proven,the control module opens the gas valve to allow main burner flame, When the room thermostat Is satisfied,the control module turns off the gas valve,operates the inducer For a 15 second postpurge and waits for the next cell for hest, The control module Iridicaltir llghtt show normal sequence when the lights are on steady,When a problem occurs,the control module flashes a combination of lights to indicate the most likely reason for the problem. 4 'd l60 'ON A1ddfS AlIN0O3S WdIZ ' l l L00Z .61 'AON n GENERAL NOTES 107 PROPOSED SEWAGE DISPOSAL ' INFORMATION SHOWN ON THIS DRAWING IS TAKEN FROMCD SYSTEM A SURVEY DRAWING PREPARED BY VAN DUSEN do STEVES. 3 LAND5 N/F OF o» �- m'; L, EDGAR 4 JANE NICHOL5 LEGEND ru ` % 40 1 TP-1` �` U't; ; o� INSTALL SILT FENCE 441/5G4 t —--—-- --—--— PROPERTY LINE PROPOSED Cn '+ �'+ �, ;• zI cV, ALONG OUTSIDE OF 'c MAINTENANCE + + + �\, —' , EXISTING SERVICE DRIVE -- PROPERTY LINE SETBACKS � BUILDING + , �+ + t -------------------------- ! CD n : 3� DOWN-GRADIENT OF DENSE WOODS ; ; l ; ' �� 1i\ �; "d + PROJECT UNDERGROUND ELECTRIC SERVICE -E -E -E -E -E (D o H.P. o �d + No.I DESCRIPTION ( DATE 1 `, o� —» —w —w —w —w — WATER SERVICE REVISIONS o ROPOSED + + + N ,1 +_ , \ ' iv 0 t cN �, 75 to °' EAVE TRENCH o �' ; q ����� Ni ---------------------------- LIMITS OF DISTURBANCE DRAINS SEE DETAIL ' CD o; `\`� I PROVIDE GRADED \; t 'v ; �� •► CU SWALE ON DOWN ` ` `�' ` ` ' o ,15»E 22p-00 GRADIENT SIDE OF , ; ` �;� � � ' TEST PIT I N FORMATION W N 3Lo S87ro8 , + _ BUILDING BETWEEN \, , , » +, . + TEST PIT INFORMATION OBSERVED BY ETHAN P. HALL --'" EAVE TRENCH AND `"\ \� , 10010 , THESE PLANS HAVE BEEN APPROVED UNDER AUTHORITY --� - a OF A RESOLUTION ADOPTED 28 AUGUST 2007 BY THE PLANNING F- PROPOSED SEWAGE �` r +` ' —__ __ 1 LY 2 07 WITNESSED BY DAN RYAN TOWN ? =z DISPOSAL SYSTEM TO , ; i ��,�' __ _------ -- --—-'J--—-- ENGINEER. z%F co + BOARD OF THE TOWN OF QUEENSBURY, NEW YORK WITH U ' ` \ I }' THE FOLLOWING CONDITIONS L IJ W ug DIRECT STORMWATER �� ; k.�� 0-20" LOAMY GRAVEL WITH ROOTS TO EXISTING SERVICE ; ; ; +i ;r `, 1. THE APPLICANT RECEIVE FINAL SIGNOFI= BY THE TOWN OF QUEENSBURY ' 20-28" GRAVEL WITH CLAY LOAM - DARK BROWN — a z 0 �' ROAD DITCH LINE. `� 1 ; + �' ` ► ' 28-36" CLAY - DARK BROWN = } o 0 + , + .+ , ; 'd , ENGINEERING CONSULTANTS - VISION ENGINEERING, LLC. l Q C° »; x, ; r` c° 2.THE DRAWINGS BE CLARIFIED TO INDICATE THAT THE BUILDING MOUNTED 1 V < m PROPOSED + ,+�+ ; ;+ `, ', °'� LIGHT FIXTURES BE DOWNCAST, CUT-OFF FIXTURES. SOME BOULDERS o o ` ` ` ' + + MOTTLING AT IMPERVIOUS CLAY LAYER Q 3 GRAVEL , ;o�; ; ; + + , 3.THE REQUESTED WAIVERS BE GRANTED. a z ACCESS DRIVE `` %(n% 1 if It %� '� LANDS N/F OF J w c:F o + . + r 1 �' ` MARGAREf STUERZEBECHER , SEPTIC SYSTEM TO DESIGNED AS SHALLOW SYSTEM J N I` o o �' LIMITS OF �, +v+i -,;' i `� �, DENSE WOODS G57/59G Q c o a MELON PATCH 5K1 TRAIL DISTURBANCE \ +Q� !' +' 3' i WITH FILL LAYER. IMPORT ON SITE SAND = Z o N o a z W w ZONING ADMINISTRATOR DATE + PERC TEST INFORMATION _ �- m �� � �� _WJ -E= j. 0 00�00000 T6 Oz > PERCOLATION TEST INFORMATION PERFORMED BY ETHAN P. HALL (/) s ¢ n +n rn _ a ,•;�; » ; M Nl , ON 13 JULY 2007 - WITNESSED BY DAN RYAN TOWN z v 4, m o0 00 a Z rr �Z' ENGINEER. — o Z ° 0 `^ '•`�.-`� S ; '�t N �� __ _ - -- - - — ESTABLISHED STABILIZED PERCOLATION RATE OF 20 MIN. c °� 1. E' v v C' WI` �� W __ —__ --------------- -- ------------- -- ----- , PER INCH �w C14 0 >°mow • i 1; 1 PERFORMED IN TOP 8" OF EXISTING SOIL SYSTEM DESIGN WILL BE SHALLOW SYSTEM UTILIZING WORK IS TO BE AS SHOWN & ON SITE SAND FROM NORTHWEST SKI AREA BASE NOTED AND IN ACCORDANCE 7 PROPOSED \,�� `\� s� �� �'� IUD STABILIZED PERC RATE OF ON SITE MATERIAL AT 10 WITH MANUFACTURER'S WATER SERVICE \ `. . 1 1 ca 1� LAND5 N/F OF MIN. PER INCH IN PLACE. MATERIAL TO BE IMPORTED RECOMMENDATIONS, TRADE DENSE WOODS .� '� N '� i; IRVING 4 JANE FOWLER TO PROJECT SITE AND COMPACTED PRIOR TO ASSOCIATION PUBLISHED •`��\ • 441/125 � INSTALLATION OF TILE FIELD. RECOMMENDATIONS AND GENERALLY ACCEPTED LOCAL CONSTRUCTION INDUSTRY PROPOSE #� till, GRADING NOTES PRACTICES. UNDERGROUND ELECTRIC SERVICE ��`� `�`T ; '+ �1 1. BEFORE ANY CLEARING OR GRUBBING OF THE SITE IS INITIATED, AND DURING EARTHWORK PHASES, SEDIMENT TRAPS SHALL BE CONSTRUCTED IN ALL STORM EXISTING �, ; ,� `, 637.73' SWALES AND DITCHES. ! - 82 08 33 E TRANSFORMER 1 • +� _ _ ---- ---- -- __ SHEDS- �� ;F '� AFTER EVERY STORM EACH SEDIMENT TRAP SHALL BE INSPECTED BY THE CONTRACTOR FOR FAILURES OR CLOGGING. ANY FAILURE OR CLOGGING SHALL BE IMMEDIATELY CORRECTED. ` ` - •- w ---w —w--w —w --w —__ w_�_ -__ -- — 2'-0" MIN. ` \ w ---r ` -----____--------- ------------------- 3. - N- ----- --------` A AREAS SHALL AN MULCHED AS SOON AS IS REASON- --------` -----------`------ - _t _- ___ ABLY POSSIBLE TO PREVENT EROSION, AND EVERY BARE-EARTH AREA SHALL BE 00` '--- -------- --- i -- -------- ---------------------------- SEEDED AND MULCHED BY OCTOBER 1ST. TEMPORARY RAPIDLY GROWING COVER RUN OF THE LIFT '+ ____________ _J __--_____---------- --------- CROPS, SUCH AS RYE GRASS AND MILLET MAY BE USED FOR TEMPORARY SURFACE N ' ------------ c�-.._ C7 r--+ CRUSHER STONE ------------------*-`---------- , o = EDGE OF BLDG. i m ' ' 0 0 0 POND 4. SMALL BENCHES AND TEMPORARY INTERCEPTOR DITCHES, INCORPORATING SEDIMENT $_4 FOUNDATION ' - o - v o -' o'o c ' ---' TRAPS, SHALL BE CONSTRUCTED WHERE LONG SLOPES ARE STRIPPED OF COVER ,O TOPSOIL a;. ::.; ;�__;.,,:>_.;. .. -,... ; o 0 0 0 ° t' _--_ ` -� �.1 :: :: , ;:. Ms ° : o:o, :o ° + i °� GRASSES, '.Xt WHERE FILL AREAS ARE EXTENSIVE. ° 6-0: 5. NEW SWALES AND UNLINED DITCHES SHALL INCORPORATE MATTING OR NETTING OVER SEEb AND MULCH WHEN THE INVERT SLOPE EXCEEDS 2% ALL SWALES AND o.'.o .o.o.o -} UNLINED DITCHES SHALL BE SEEDED WITH REED-CANARY GRASS FOR FOUR 4 o: : FEET EITHER SIDE OF THE SWALE OR DITCH CENTERLINE AT A RATE OF 25 ( , • �� FILTER FABRIC o'O o:°-o 0 0:.°o L__ r POUNDS PER ACRE. AFTER JUNE, ALL SEEDING SHALL ALSO BE IMMEDIATELY MULCHED. v ` 0 0 0o a .o ° o ° o °o L'� r 6. ALL EROSION CONTROL MEASUREMENTS TO CONFORM TO NEW YORK STATE BACKFlLL �-o� .o.o.o:° : �. -.o;=°.-r. :.c ��\ '`e GUIDELINES FOR URBAN EROSION & SEDIMENT CONTROL. BLDG _______________ `------'-`-------- _ 7. FINAL GRADING SHALL BE DONE TO ACCOMPLISH POSITIVE DRAINAGE �+ EAVE TRENCH AT EAVE LINES `--'---------_- -_ _ AWAY FROM BUILDING AT 6" IN 10' MINIMUM SLOPE. U O ^ ) v TYPICAL EA VE TRENCH DETAIL -�� ' +� 0 �--. ; `` _�i_ LEVER #4AI "F-S REQUIRE 0 r11 *� � NT5 ; ;` '� �; ?#-? ON ALL PASSAGE DOORS '� 10'-0" O.C. MAX. ; �; '1 ', ! f ' �'VNE"�'FI'ER ANTERIOR OR m + + EXTERIOR DOORS O + 3G' FENCE P05T r DRIVEN MINIMUM I G" 51gn INTO GROUND �-51LT STOPTE FILEC" OPY EMBED IN GROUND -:��•�,-.::.,..... 8' MIN. �'�`.,, �� �OAM INS - I UST BE COVERED L^.....f ,� ► $Y A 15 NI TE T_ RMAL BARRIER r•... , Z LIFT =::3 1=� ,, 1 D El %I , N PARKING LOT � % N 1. � • ®� + ? 501L 13ACKFILL MAIN LODGE + ; NOTI 1 ., 270.<� s' KRAIT AAfER INSULA S BE 1 o , 1v PERSPECTIVE EXISTING N� -` 650'f COVERED BV';NON-COMBO T L BA BIER TIMING do SCORING ps 1_ 36' FENCE POST BUILDING BLDG - r- i 1 � + ► 1 p + +' + '%' CAD FILE NAME Based on our lir cJ exairinatlon, ACAD\WEST MTN.\C-2 TRA 5 compliance with our comments shall SCALE SILT STOP r l ►, '' � ' 1 not be construednas indicating the 1" = 50'-0" L- I ' plans and spec!,! etions are in full DRAWN BY O EMBED IN GROUND , , , , 1 compliance With the"u l6ng Codes of N �0W 5' MIN. '+ % ,� � �I New York StatO� DRAWING TITLE -------- - --- - ' z N \���` UND15TURBED GROUND _-' ��-J r------ - ,,__-- , 1 - » 1sfi.o3_ - ENLARGED N86'37 25 W _---- --�- 1 SITE PLAN SECTION ' TOWN Q E' , BUILDI ' &t.0 SEDIMENT CONTROL FENCE I ; N.T.S. Revie�re By. DRAWING No. Date: `t C—2 1 i r '